
















With the Compliments of the Author 




















REPORT 


ON 

The Development of the Water Resources 

OF THE 

MAHONING RIVER 

INCLUDING 

Stream Control for Sanitary Purposes 

AND FOR 

Water Supply 


PREPARED FOR 

The Mayor and City Council 

OF THE 

CITY OF WARREN, OHIO 


BY 


ALEXANDER POTTER 
Consulting Engineer 
50 Church Street, New York City 

NOVEMBER 1st, 1920 



1921 

THE WARREN PRINTING COMPANY 
WARREN, OHIO 


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USftAHY OF CONGffFSS " 

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MAR 7 1922 

DOCUMENTS ^.v.ilON 

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CITY OF WARREN, OHIO 

1920-1921 


MAYOR 

Hon. J. D. McBride 


CITY COUNCIL 


Donald McCurdy, President 

Wm. L. Coale, Chairman Fire, Water and Light Committee 
George Max, Chairman Sewer Committee 

W. G. Hurlbert, Chairman Building Grounds Committee 
D. R. Gilbert, Chairman Finance Committee ' 

Herbert Varley, Chairman Streets Committee 
U. G. King, Chairman Police Committee 

Joseph Hughes, Chairman Ordinance and Ptg. Com. 

■ \ 


George T. Hecklinger, 

City Clerk and Auditor. 

Geraldine Hart, 
Stenographer 



R. D. Lefftngwell, 
City Solicitor 

Wm. F. Bowen, 
City Treasurer 


BOARD OF CONTROL 

Hon. J. D. McBride, Mayor 


E. H. Braunberns, 

Director of Public Service 


W. A. Lynn, 

Director of Safety 


Ida Campbell, Stenographer 






CITY OF WARREN, OHIO 

1922-1923 

MAYOR 

Hon. J. D. McBride 


CITY COUNCIL 

Donald McCurdy, President 


Paul D. Abbott 
Anna L. Brooks 
Henry L. Coe 
D. R. Estabrook 


Eugene E. Zeller 


A. N. Flora 
Geo. Max 
Homer Robbins 
Burt L. Taylor 


Geo. T. Hecklinger, 

City Clerk and Auditor 

Geraldine Hart, 
Stenographer 


Marion D. Lea, 
City Solicitor 

Robert Brown, 
Treasurer 


BOARD OF CONTROL 


Hon. J. D. McBride, Mayor 


E. H. Braunberns, 

Director of Public Service 


W. A. Lynn, 

Director of Safety 


NOTE—The City Council for 1922-23 having been elected prior to the print¬ 
ing of this report, their names are set down to bring the record up to date. It 
should also be noted that John M. Craig served for a short period in 1921 to 
fill the unexpired term of Herbert Varley, deceased. 






TELEPHONE 
5501 CORTLANDT 


CABLE ADDRESS 
"ALEXPOTTER" 


ALEXANDER POTTER, C. E. 

CONSULTING ENGINEER 
HUDSON TERMINAL BLDG. 

50 CHURCH ST. N. Y. 


November 1st, 1920. 

Mayor and City Council, 

City of Warren, Ohio. 

Gentlemen:— 

I have the honor to transmit a final report pursuant to a contract entered 
into with your City on November 11th, 1919, authorizing me to investigate the 
entire water question for the City of Warren, including the studies and surveys 
necessary for procuring a new source of water supply. 

The investigation covered by this report was made possible by the public 
spirit, broad vision and hearty co-operation of the City Officials of the 
City of Warren. 

Submitted with the report are the plans, profiles and typical detail drawings. 
For the sake of brevity and concreteness in this report, use has been made 
of the term “Mahoning Valley Sanitary District,” in the titles and occasionally 
in the text, when referring to the project. 

There is also submitted Appendices A, B, C, D, E, F, G, and H, which take 
up in detail the various phases of the project referred to in the main report. 

Respectfully submitted 

ALEXANDER POTTER 






f ABLE OF CONTENTS 


Main Report 

Scope of the Report_ 7 

Lake Erie and Ohio Canal_ 7 

Alternative Projects: 

Outline of Scheme Recommended_ 8 

Cuyahoga Project_ 8 

Objections to Adverse use of Cuyahoga River_ 8 

French Creek and Pymatuning Reservoir Supply_ 9 

Mahoning River Project_ 11 

District to be served an important one_ 11 

Mahoning River only feasible source_ 11 

Milton Dam_ 11 

Other Reservoirs_ 11 

Berlin Reservoir_ 11 

Intake Reservoir on West Branch_ 11 

Eagle Creek Reservoir_ 12 

Mosquito Creek Reservoir_ 12 

Available Storage_ 12 

Additional Supply_ 12 

Capacity of Project_ 12 

Essential Features of Project_ 12 

Water Supply Provision_ 12 

Population Served___«___ 13 

Yield of project and Studies Required_ 13 

Proposed Canal_ 14 

Study of the Rainfall and Run-oft'_14 

Period Covered by Investigation_ 14 

Conditions favorable for Ample Rainfall_ 14 

Investigation covers driest cycle of years_ 14 

Error in Yield from Uncontrolled Areas_ 14 

Subdivision of Rainfall_ 15 

Formula for Evaporation_ 15 

Investigation of ground storage_ 15 

Computing of monthly flows_ 15 

F ood Precautions_ 15 

Supplying Stored Water to the River_ 16 

Canal Effluent Works_*_ 16 

Spillway at Mosquito Creek_ 16 

Function of Control_ 16 

Stored water led to Plant by Gravity_ 16 

Description of Canal and Structures_ 16 

Length of Canal _ 16 

Structures_ 17 

Eagle Creek Dam_ 17 

Mosquito Creek Dam_ 17 

The Canal_ 17 

The Intake_ 17 

Kale Creek Cro sing _ 18 

West Branch Crossing_ 18 


— 1 — 


















































West Branch Junction_ 18 

Eagle Creek Crossing_ 18 

Description of main control works_ 19 

Highway Crossings_ 19 

Railway Crossings in Siphons_20 

Intakes_20 

Culverts_20 

Design of Canal_20 

Capacity and grade of canal_20 

West Branch Canal_20 

Milton-West Branch Canal_21 

Soundness of Canal Estimates_21 

Canal Velocity_21 

Slopes_21 

Rock Sections_22 

Economic Sections_ 22 

Depth of Flow_22 

Conclusions Corroborated by Geological Reports_23 

Stratification under dam sites_23 

Seepage from Reservoirs_23 

Appendices D, F and H_23 

Plans and Designs.,_23 

Method of Operation_23 

Hydrological Data_23 

Order of Construction_23 

Eagle Creek Dam_24 

Canal from West Branch Intake to Eagle Creek_24 

Mosquito Creek Dam_]_24 

Canal from Eagle Cteek to Young’s Run_24 

Canal from Young’s Run to Mosquito Creek_24 

The Berlin Dam_ 24 

Canal from Milton to the Junction with the Canal from West Branch_24 

Estimate of Cost_25 

Summary of Benefits_25 

Conclusion_26 


APPENDIX A—Yield of Watershed and Estimate of storage required 

for Regulation 

Synopsis of Problem_29 

Rainfall_29 

Precipitation not influenced by distant water bodies_30 

Local influences_30 

Distribution of rainfall over watershed_30 

Distribution of rainfall throughout year_34 

Distribution of rainfall throughout period_ 38 

Run-OfF _ 39 

Run-off equals difference between rainfall and losses_40 

Run-off not a fixed percentage of rainfall_40 

Losses_ 41 

Deep seepage_ 41 

Transpiration_41 

Evaporation_ 41 

Evaporation from water surfaces_42 

— 2 — 




















































Evaporation from the land____42 

Summary of losses____43 

Seasonal distribution of evaporation____43 

Ground Storage_______45 

Construction of Ground Storage Curve____46 

Analysis of Gaugings at Youngstown____46 

Records affected by retarded precipitation___ 51 

Yearly discrepancies due to conditions of ground storage_51 

Illustration of method of computation_ 51 

Construction of curve_ 52 

Computation of Stream Flow_ 54 

Construction of Mass Curve_62 

Supply. 62 

Demands_ 66 

Conclusions_ 71 

Greater draft possible._ 71 

Uncertainties in our results due to the data and approximate method 

of computing_ 71 

Possibility of reducing proposed storage_75 

Additional storage a factor of safety_75 

Value of Berlin Reservoir compared to Milton_75 

Value of Berlin Reservoir as a detention basin__79 

Tables: 

I —Rainfall—Mahoning Valley Watershed_36 

la —Monthly Distribution of an Annual Evaporation of Forty Inches_43 

—Rating table for Mahoning River at Youngstown, Ohio__47 

III —Run-off at Youngstown, 1903 _ 48 

IV —Comparison of Rainfall and Run-off_50 

V —Mahoning River. Comparison of supply and draft_ 53 

VI —Computed flow. Ground Storage Method_55 

VII —Yields in second feet per square mile_60 

VIII—Computation of monthly yields_63 

IX —Computation of monthly demands_67 

IXa —Deficient flows-- 73 

X —Tabulation of storage_76 


Appendix B—Lake Erie and Ohio River Canal and its Relation to Water 
Storage Problems in the Mahoning Valley. 

Discussion of Supply of Water for Locking Purposes-83 

Possibilities of a Combined Scheme-84 

Advantages of Combining the Two Systems-84 


Appendix C—Discussion of the Economical Capacity of the Canal. 

Canal Capacity vs. Reservoir Storage......—...89 

Detailed Calculation of Capacity of Canal Required to Handle Flood Waters 

from Milton Dam alone....90 

Examination of Canal Capacity by Tabulating Monthly Flows-91 

Examination of Canal Capacity by Tabulating Daily Flows. ..92 

Water* from West Branch Diversion affects Size of this canal-93 


— 3 — 












































West Branch-Eagle Creek Canal and Eagle Creek Spillway level-94 

Capacity of Section from Eagle Creek to Young’s Run-95 

Reduction of Canal Section below Eagle Creek by the intercepting of flow of 

Young’s Run_ 96 

Hydraulic Grade Line of Canal_96 

Cross Section of Canal_ 97 

Effect of Transference of ground water_98 

Table 11_ 98 


Appendix D—Design 

General Conditions_101 

Alternative designs should be given further attention—Drawings, list of 

drawings, location of structures_^_*-101 

Basis of Design_103 

Standard designs, working loads, working stresses-.._103 

Detailed Description_ 103 

Berlin Reservoir and Appurtenances_105 

Milton Reservoir and Dam_105 

Eagle Creek Reservoir and Appurtenances_106 

The Mosquito Creek Reservoir and Appurtenances_107 

Spillway Design_ 108 

Canal_110 

Description of Conduits and Structures._110 

a Canal from Milton Dam to West Branch_110 

b Head Works to Kale Creek_111 

c Kale Creek to West Branch of Mahoning River_112 

d West Branch Junction to West Branch No. 2_113 

e Crossing at West Branch No. 2_113 

f Canal from West Branch No. 2 to Differential Weir at Eagle Creek_113 

g Eagle Creek Control Works_114 

h Canal from Eagle Creek to Chocolate Run.._114 

Highway crossings_115 

Culverts and Pipe Siphons under Canal_ 115 

i Chocolate Run to Canal Effluent Works_115 

j Canal Effluent Works_116 

k Mosquito Creek Head Gates_118 

West Branch Diversion_118 

West Branch Intake_118 


Appendix E—Economics of Flow Regulation and Estimate of Cost. 

Introduction_123 

Further Investigations with Resulting Revision of Estimates Necessary_123 

Curves of economic efficiency_123 

Benefits to District More Than Justify the Scheme.*_125 

Comparative Estimates of Cost_126 


Appendix F—Methods of Operation, Flow Regulation and Flood Control. 

Flow Regulated for River Demands_131 

Reservoirs operated for flood control_131 


— 4 — 














































Combination of flood regulation and flood control_131 

Detention basins on uncontrolled areas_132 

Method of operation recommended_132 

Dispatcher and equipment for operation_133 

Selection of point of control_133 


Appendix G—Investigation of the Geological Aspects of Water Storage 

Conditions on Upper Mahoning Valley. 

Bibliography_137 

United States Geological Survey_137 

Ohio and Pennsylvania State Geological Surveys_137 

Mosquito Creek_138 

Dam Site deeply covered by Glacial drift_139 

Possibility of Rock Spillway_139 

Eagle Creek_ 139 

Depth of Drift sufficient to render dam water tight. Flow supplemented 

by seepage from Cuyahoga_139 

Berlin Dam_ 140 

Likelihood of leakage_ 140 

Upper Mahoning Valley_ 140 

Probability of Seepage losses_140 

Canal_140 

Rock suitable for structures may be encountered. Water-tightness and 

seepage. Location_140 

Meander Creek Dam__ _140 

Its Disadvantages_140 

Borings_141 

Required on Reservoir sites and canal right-of-way_141 

Deposition of sand in Reservoirs-141 

Sand should be sold_141 

Peat Deposits_141 

Effects of acid waters from peat areas_141 

Berea Grit__ _ 141 

Ground water movements in the Berea grit_141 

Logan Conglomerate_143 

Possibility of locating flowing springs_143 

Conclusions_143 

Design conforms .to geological conditions_143 


Appendix H—Hydrological and Other Observations Required. 

Gaugings- -147 

The Pricetown Weir Gaugings_147 

Selection of Gauging stations and duties of hydrographer-148 

Instruments Required-148 









































LIST OF PLATES 


Plate 1—Mahoning River Watershed—Rainfall Stations_Following Page 30 

Plate 2—Rainfall Contours, 1895_Followirig Page 32 

Plate 3—Rainfall Contours, Sept. 1896_Following Page 32 

Plate 4—Comparative Annual Rainfalls, Water Year from Dec. 1, to 

Nov. 30___Following Page 34 

Plate 5—Rainfall from 1885 to 1919 by months_Page 35 

Plate 6—Annual Rainfall, 1885-1919_Page 35 

Plate 7—Rainfall from 1885 to 1919, Progressive Means_Page 38 

Plate 8—Ground Storage Curve_Page 54 


Plate 9—Comparison of Yields for Period 1885-1890 as Computed 
by Mr. E. F. Robinson for this Report and by Mr. Ledoux 
for the City of Youngstown in 1912_Page 59 

Plate 10—Mass Curves of Supply and Demand for Period Dec. 1884 

to Nov. 1890_Following Page 66 

Plate 11—Mass Curve of Supply with Line of Maximum Possible 

Draft for Period Dec. 1884 to Nov. 1890_Following Page 70 

Plate 12—Storage Curve Showing State of Reservoirs for Period 

1885-1890-Following Page 72 

Plate 13—Mass Curve of Supply, Berlin and Milton Watershed for 

Period 1885-1890_Following Page 78 

Plate 14—Hapgood’s Diagram Showing Capacities of Conduit and 

Detention Basin_Following Page 90 

Plate 15—Curve Showing Relation Between Canal Capacity and 

Reservoir Capacity_Page 92 

Plate 16—Curve Showing Supply Obtainable from Eagle Creek Area 

with various Capacity Reservoirs_Page 94 

Sketch Plan of Canal Effluent Works_Page 116 

Plate 18—Curve of Economic Efficiency_Page 124 

Canal Location—Sheet 2-In back of book 

Canal Headworks at Milton Dam_In back of book 

Siphon Under Interurban R. R. and West Branch of Mahoning 

River---In back of book 

West Branch Intake-In back of book 

Siphon under Pennsylvania R. R., Ashtabula Branch, North of 

Warren, Ohio-In back of book 

Canal Headworks at Mosquito Creek Reservoir_In back of book. 

Mosquito Creek Reservoir—Alternative Designs for Over¬ 
flow Dam-In back of book 

Mahoning Valley Sanitary District, Trumbull and Mahoning 

Counties, Ohio—General Plan_In back of book 


— 6 — 



























New York, 
November 1, 1920 


To the Mayor and City Council, 

City of Warren, Ohio. 

The remarkable growth of Warren and the conditions of its water supply were 
such in 1919 that it became imperative for the City to investigate on its own ac¬ 
count the water supply question in all of its aspects, more especially since it will be 
committed to the expenditures incurred for the sanitary and water district 
to be formed under the Legislative Bill No. 66, passed by the Legislature of 1919. 
By the provisions of this bill the expenses incidental to such an investigation 
can be reimbursed to the City upon the creation of such a district. 

THE SCOPE OF THE REPORT 

This report and the plans, profiles and estimates accompanying it, deal 
primarily with the development of the waters of the Mahoning River above the 
City of Warren. 

The present industrial activity throughout the Mahoning Valley and the 
attendant and consequent city building problems incidental thereto, call for 
the maximum economic development and conservation of the waters of the 
Mahoning River for water supply and sanitary purposes. Only in this way can 
the best interests of the City of Warren be conserved. 

The proper solution of the water supply problem for Warren is inseparably 
bound upwith the study of the water supply of the entire MahoningValley. The cities 
of Youngstown, Girard and Niles, as well as the City of Warren are all face to face 
with the necessity of enlarged and purer supplies, not only for strictly domestic 
purposes, but also for the regulation of the stream to offset the increasing pol¬ 
lution of the river and also to prevent a recurrence of destructive flood conditions. 

Early in the investigation, an office was established in Warren, survey parties 
were put to work and office studies and research work were commenced. Studies 
of such alternative schemes as might be considered possible solutions for the 
problem in hand were also undertaken. 

Many conditions, seemingly extraneous, had to be considered in order that 
an intelligent and comprehensive report upon the water supply of Warren could 
be made. Among these seemingly extraneous conditions might be mentioned 
the proposed creation of the Mahoning Valley Sanitary District which neces¬ 
sitated an approach to the water supply problem not only from the standpoint 
of a strictly municipal supply as ordinarily conceived but also from the stand¬ 
point of the sanitation of the district as well as of the conservation of water to 
permit of flood control and its consequent benefit: the creation of a larger supply 
of water for commercial purposes during the dry season. 

LAKE ERIE AND OHIO CANAL 

Another seemingly extraneous condition that must be considered is the re¬ 
vival of the Lake Erie and Ohio Canal and the persistent efforts of its progen¬ 
itors to secure the aid of the National Government in its consummation. 

The proposed summit level of the Lake Erie and Ohio Canal on the Mosquito 
Creek on the location most favorably considered, occupies the site recommended 


— 7 — 


in this report for the most economic storage of water in the development of the 
Mahoning River to its maximum. This fact indicates the close relationship 
between the two projects and the necessity of examining into the water supply 
proposed for the Lake Erie and Ohio Canal. 

It also makes it obligatory to examine the sources of the water supply re¬ 
quired for the locking of the gates on the summit level of the canal because the 
same supply might be economically augmented and used in the development 
of the project herein outlined and recommended. 

As will be seen in Appendix B of this report there are two alternate routes for 
the Lake Erie Canal in the vicinity of Warren. One follows the valley of the 
Mahoning River to Mosquito Creek, thence up the Mosquito Creek to the sum¬ 
mit level above the main line of the Erie Railroad, thence down the Rock Creek. 
The other location follows up the Mahoning River through Warren to Chocolate 
Run, a small stream two miles above Warren thence across the divide to Mud 
Run, so called, and thence into the Grand River to Lake Erie. The Lake Erie 
terminus of both projects is Indian Creek. 

OUTLINE OF SCHEME RECOMMENDED 

The project recommended in this report contemplates the ultimate construc¬ 
tion of a series of dams and reservoirs on the Mahoning River and its tributaries 
and connecting up of these reservoirs with an adequate canal and aqueduct 
system. It is proposed to utilize the existing Milton Dam, to construct a new 
dam at the point originally selected by Youngstown called the Berlin Dam, to 
construct intake works on the West Branch of the Mahoning River above New¬ 
ton Falls, to construct a dam and reservoir at Eagle Creek, to construct a reser¬ 
voir at Mosquito Creek and to construct canal effiuent Works at Young’s Run 
to control the water-supply of the district. 

In planning the maximum development, reservoirs are to be created some 
of which can be used for strictly municipal service, others for regulating the 
flow of the stream. 


ALTERNATIVE PROJECTS 

Before taking up the discussion of the details of the plans and project herein 
recommended, it is necessary briefly to allude to other sources of supply to which 
we might look for a more satisfactory or less costly solution of the problem. 

CUYAHOGA PROJECT 

With this thought in mind, attention was directed to the upper reaches 
of the Cuyahoga River, which is the contiguous watershed on the West, where, 
by the construction of a dam near the county line between the Geauga and Portage 
Counties, approximately five hundred feet long, a reservoir will be created that 
will impound a large volume of water at an elevation of 1,120' above sea level, 
which is approximately 200 feet above the street elevation in front of the 
County Court House in Warren. A gravity supply from this source is possible 
if sufficient money is spent in providing a pipe line of sufficient capacity so that 
the frictional resistances do not eat up the available head. 

The area tributary to this watershed is one hundred and fifty (150) square 
miles, is subject to no serious pollution, and the reservoir thus constructed will 
compare favorably in size with the proposed storage reservoir on Mosquito 
Creek. 

Objections to the use of the Cuyahoga as a source of water supply for cities 
in the Mahoning Valley are revealed by the fact that the City of Akron has 


— 8 — 


conducted a long litigation to permit the diversion of a portion of the flow of 
the Cuyahoga River for its municipal supply. This litigation indicates if nothing 
else does, the strenuous fight that would be made against any municipality or 
set of municipalities attempting to divert the flow of the Cuyahoga River 
from its natural basin when there are so many real needs for the use of this water 
within the watershed of the Cuyahoga River itself, if and when developed. 

The Western Reserve Water Company is reputed to be the present owner 
of the rights to divert this water and claims that it stands ready and has the 
necessary legal rights to construct a pipe line to supply cities in Trumbull and 
Mahoning Counties with a good and sufficient supply of potable water. 

In Appendix “G” of this report “On the investigation of the geological 
aspects of water storage conditions of the Upper Mahoning,” it is pointed out 
that even at the present time the headwaters of the Mahoning River are augmented 
by seepage from the waters of the Cuyahoga River and that if the proposed 
Hiram Dam (planned in the development of the Cuyahoga River project) 
is constructed, the increment of the flow especially in the Eagle Creek watershed 
will be marked. 

The Western Reserve Water Company is of the opinion that it is legally able 
to divert for the use of Youngstown and Warren at least fifty (50) million gal¬ 
lons per day out of one hundred and fifty (150) million gallons per day claimed 
to be available for the entire project. 

It is safe to say that any attempt to utilize this source of supply will seriously 
delay the final consumation of the project because of legal complications. The 
dependable flow from this source estimating on the same basis provided for in 
this report, would not yield more than seventy-five (75) million to eighty (80) 
million gallons a day. 

FRENCH CREEK AND PYMATUNING RESERVOIR SUPPLY 

If the Lake Erie and Ohio Canal is constructed according to the plans now 
proposed, that is, on a basis of a carrying capacity of thrity-eight (38) million 
tons per annum there will be diverted into the Mosquito Creek watershed from 
Pennsylvania for locking purposes three hundred (300) million gallons per day, 
half of which will be used for locking down into the Mahoning River and the 
other half for locking down to Lake Erie. 

According to the report of the engineers of the Lake Erie and Ohio Canal 
the following workswould be necessary to secure waters for the summit level of 
the canal, and to discharge three hundred (300) million gallons per day for 
stream regulation in the Shenango River, which is the same amount of flow 
as is proposed in the early years of the scheme herein outlined for the Mahoning 
River. 

The works required for the consumation of this project are as follows:— 

Reservoir at Kimmytown on French Creek near the New York State 
line with a capacity of 15,975,000,000 gallons. 

Diversion dams across French and Cussewago Creeks, about two and 
one-half (2.5) miles above Meadville, with an interconnected reservoir of 
moderate size above them. 

A feeder about twenty (20) miles long from a diversion dam at French 
or Cussewago Creek to the Pymatuning reservoir, having a winter capacity 
of one thousand (1,000) cubic feet per second, and a summer capacity of 
twelve hundred (1,200) feet per second. 

The Pymatuning reservoir, having an area of 39.35 square miles with a 
capacity of 144,800 million gallons of which 135,000 million gallons will be 
available. 

A feeder about fourteen (14) miles long leading from the Pymatuning 
reservoir to the head of a reservoir on Mill Creek, having a capacity equal to 
the canal demand. 


— 9 — 


A reservoir on Mill Creek, having an available capacity of 3,450 million 
gallons. 

A feeder about eleven (11) miles long leading from this reservoir to the 
summit level of the canal. 

The report of the engineer further states that additional water can be sup¬ 
plied by the construction of additional reservoirs and building larger dams 
on the Pymatuning watershed than is contemplated in their report. The scheme 
of diverting water from the French Creek and Pymatuning Reservoir for use in 
the valley of the Mahoning River is entirely feasible from an engineering stand¬ 
point. 

The estimate of cost of the works for a water supply for the Lake Erie and 
Ohio Canal made in 1916 including fifteen percent (15%) for engineering and 
contingencies was $9,921,050.00. Today’s prices for the same work will be 
approximately fifty percent (50%) greater or $14,881,575.00. To make this 
supply available for Warren about $4,500,000.00, must be added to the cost, 
bringing the total cost up to $19,381,000. 

If this project were completed and operating (although speedy completion 
is not looked for) the dry weather flow of the Mahoning below Niles would be 
increased by one hundred and fifty (150) million gallons, a very substantial 
increase. But such projects move slowly and the elimination of the high peaks 
of flood flows, and the additional sanitary value that regulation will secure would 
remain unsolved. 

It will cost at least twice as much as the plan contemplated in this report 
but so many other interests would help to pay for it that the expense to Trum¬ 
bull and Mahoning Counties would be greatly reduced. 

The availability of this supply is, however, bound up with the development 
of the Lake Erie and Ohio canal. Even if full authority were given immediately 
by Congress for its construction it would be many years before it would be 
completed. The experience with the Erie Canal can properly be cited to show 
the uncertainty connected with such projects. Over twenty-five (25) years ago 
its enlargement was commenced and today finds it still uncompleted, $150,000,- 
000.00 spent, and it is carrying only one million tons per annum (less than in 
the days of the mule-drawn barges), although it is designed for 10 times this 
tonnage. 

If undertaken, the Mahoning River would have little advantage of the canal 
supply until the water supply work was wholly complete and certain portions of 
the distribution canal were also built. Whereas on the other hand the adoption 
of the scheme herein outlined makes it possible to obtain a gradual increase in the 
flow of the river after the construction of the first unit of the work. 

Speed of construction of an adequate water supply is of prime importance 
to the Mahoning Valley. This statement needs no argument. The execution of 
the work outlined in this report will so benefit and develop the Mahoning Valley 
that in the course of years the water that might be secured from the Pymatuning 
and French Creek will be more than acceptable to meet the evergrowing demands 
of the valley. 

New York City no sooner completes a supply adequate for many years than 
she embarks on extensions that will be needed later. 

If the Ohio and Lake Erie Canal project is not to be consummated forthwith 
then the cost of the development of the Mahoning in accordance with the plans 
submitted herewith is so much less than the cost of the development of the water 
supply portion of the Lake Erie and Ohio Canal project that the interest of Trum¬ 
bull County is better conserved by the promotion, development and conserva¬ 
tion of the waters of the Mahoning River than by the development of thewaters 
of the French Creek from which she will get small benefits. 


— 10 — 


MAHONING RIVER PROJECT 


District to be The district along the Mahoning River and extending from 
served an im- the Ohio-Pennsylvania Line to above Warren, is of great 

portant one industrial importance and is growing rapidly. The percen¬ 

tage of growth in the vicinity of Warren is greater than 
that in the vicinity of Youngstown, making it most necessary that Warren 
on its own account should first investigate the feasibility of any scheme that 
might be put forward for meeting the needs of the entire valley, for it is quite 
possible to recommend the development of a scheme that might be beneficial to 
Youngstown and of little real benefit to Warren. 

The proposed Lake Erie and Ohio Canal has been under contemplation for 
over a hundred years. It requires inter-state and federal sanction for its con- 
sumation. On the other hand a surer and larger supply can be developed under 
existing laws and by the counties of Trumbull and Mahoning acting independent 
of any other authority. 

Mahoning River Under these conditions the most accessible source of supply 
only feasible which can be adequately and economically developed for 

Source the needs of these cities is the Mahoning River, which has 

a watershed above Warren of approximately seven hundred 

(700) square miles. 

Milton Dam As previously pointed out the problem is primarily one of 

storage, and the Mahoning Valley watershed has already 
been developed to a limited extent by the City of Youngstown by the construc¬ 
tion of the Milton Dam, which forms a reservoir with a capacity of about ten 
(10) billion gallons. The benefit already derived from the construction of the 
Milton Dam is precursor of what might be expected to happen on a larger scale 
by the development of the project herein outlined. It has not so far been con¬ 
sidered practicable to construct an aqueduct from the Milton reservoir to Youngs¬ 
town direct, as the diversion of water through such a conduit might introduce 
legal complications from riparian users all the way from Milton Dam to Youngs¬ 
town and under the present plans such an aqueduct is not now necessary. 

As before stated, the total storage of this reservoir is only about ten (10) 
billion gallons which would be insufficient to supply the whole valley during a 
dry year. The present and prospective commercial growth of the valley makes 
it imperative that any project involving an adequate supply must contemplate 
the development of the river to its fullest extent. Other reservoirs must, there¬ 
fore, be included in the system. 

Other Th is leads us to consideration of the relative desirability 

Reservoirs of the various sites available for impounding the water neces¬ 

sary for the regulation of the stream to its maximum capacity. 

Beginning at the upper end of the water shed the sites available for reser¬ 
voir purposes are as follows:— 

Berlin FIRST: The proposed Berlin Reservoir, which was pro- 

Reservoir jected and for which a survey was made by the City of 

Youngstown prior to the construction of the Milton Reser¬ 
voir. This proposed reservoir lies above the level of the Milton Reservoir so 
that it can be completely drained. Its capacity would be about five and four- 
tenths (5.4) billion gallons tributary to the Milton Dam. 

Intake Reser- SECOND: There is no available site for storage on the West 
voir on West Branch of the Mahoning River but it is proposed to install 

Branch an intake dam on the West Branch about two miles above 

Newton Falls to divert the storm flows into the canal 
system that would otherwise go to waste. 


— 11 — 


Eagle Creek THIRD: Upon Eagle Creek near the Village of Phalanx 

Reservoir there exists a site for a rather shallow reservoir with a maxi¬ 

mum depth of about twenty (20) feet, for economic utili¬ 
zation as a part of the general scheme and a storage capacity of about six and 
eight-tenths (6.8) billion gallons. This site is about ten (10) miles almost due 
north of the Milton Dam. The flow of Eagle Creek, however, is insufficient 
to fill and maintain this reservoir without a supplemental supply. 

Mosquito Creek FOURTH: Upon Mosquito Creek, south of the village of 
Reservior Cortland, is a site where the construction of a compara¬ 

tively low dam would form a reservoir covering about six¬ 
teen (16) square miles area and with a total capacity of nearly fifty (50) billion 
gallons. It is the utilization of this large storage reservoir for the otherwise 
waste waters of the upper stretches of the Mahoning River that makes feasible 
the development of this project on so large a scale. Water from the Mosquito 
Creek is to be used only for maintaining river flow since the large amount of 
shallow flowage in the reservoir will affect the potability of any water put therein. 

Available The total available storage in these four (4) reservoirs, there- 

Storage fore, one existing and three (3) projected, is about seventy- 

two (72) billion gallons, of which sixty-five (65) billions 
gallons would lie above the level of minimum draught and may be classed as 
suitable storage for the City of Warren and all of the cities lying below Warren. 

Additional Below the City of Warren the river has accretions both natural 

Supply and artificial serviceable to the other cities. The principal 

artificial accretion being that of Meander Creek on which a 
reservoir can be constructed with a capacity of six and one-tenth (6.1) billion 
gallons. 

Capacity of From the preliminary studies the conclusion was reached 
Project that it would be possible to increase the minimum flow of 

the river from fifty (50) million gallons, the present dry 
weather flow made possible because of the construction of the Milton Dam, 
to three hundred (300) million gallons by the development of the plans herein 
outlined. It will be shown later that this amount of flow can be maintained in 
the river at Warren by the construction of the three reservoirs above mentioned, 
construction of the Meander Creek Reservoir not being essential at the present 
time. 

Essential The problem, briefly, is as follows:— 

Features of 1 . To provide an adequate supply of water for the muni- 
Project cipalities of the Valley. 

2. To augment to the maximum the dry weather flow of the 
Mahoning River above Warren, in order to secure sufficient dilution of the sew¬ 
age discharge by the municipalities of Warren, Niles and Youngstown and other 
cities, and thus simplify the sewage treatment problem. 

3. To retard as far as practicable the rapid run-off of flood waters following 
heavy and sustained rainfall and thus reduce flood damages throughout the 
valley. It is estimated that after the construction of the works herein outlined, 
the highest water will be at least four (4) to six (6) feet lower than in the past. 

Water Supply Of all water brought under control a certain part is needed 
Provision for a purely domestic supply. The provision to be made 

for meeting this demand depends of course upon the popu¬ 
lation to be served. 


— 12 — 


Population The present population of the Valley is from two hundred 

Served (200) to two hundred and fifty (250) thousand, but with the 

rapid growth of the industries and the consequent increase 
in the populations will ultimately border upon one (1) million and that number 
must finally be provided for. At an average rate of consumption this would 
require an ultimate figure of one hundred (100) million gallons per day for 
municipal supply alone. The supply for the river is not so easily determined, 
and is largely a question of how much can be secured. It is also advantageous 
in the dilution of the sewage and incidentally to the advantage of the mills, 
to secure as large a normal flow as possible. The dry weather flow of the river 
before the construction of the Milton Dam sank to five (5) cubic feet per second 
or less, which is slightly in excess of three (3) million gallons per day. The 
storage afforded by the Milton Reservoir has made possible the maintenance 
of a dry weather flow amounting to about seventy-seven (77) cubic feet per se¬ 
cond, or fifty (50) million gallons per day. 


Yield of The study made of the rainfall and probable yields in the 

Project and driest cycles of years recorded in the past thirty-five (35) 

studies years, indicates that with sufficient storage the river may be 

required depended upon to yield a minimum of three hundred (300) 

million gallons per day, six times the present minimum flow. 
This, it must be understood, is absolutely a minimum figure, and during an aver¬ 
age year the flow of the river will be much in excess of this quantity. 


The following table gives the principal data regarding the reservoirs:— 


LIST OF RESERVOIRS REQUIRED ON PROJECT 



Area of 

Elevation above sea level 


Name 

Watershed 

Spillway 

Low water 

Max. Draft. Ft 

Berlin_ 

253.8 sq. m. 

1005 

953.5 

51.5 

Milton__ _ 

20.3 sq. m. 

951 

920 

31.0 

Eagle Creek_ 

94.9 sq. m. 

920 

910 

10.0 

Mosquito Creek 

96.8 sq. m. 

910 

885 

25.0 

Canal_ 

16.0 sq. m. 

— 

— 

— 


481.8 sq. m. 


Name 

Area 

Full 

Low Water 

Storage 

Total 

Mill. Gal. 
Usable 

Berlin __ 

1.6 sq. m. 

.0 

5,400 

5,400 

Milton 

2.83 sq. m. 

0.41 

10,000 

9,900 

Eagle Creek_ 

4.79 sq. m. 

1.20 

6,755 

6,509 

Mosquito Cr. __ 

16.14 sq. m. 

2.86 

49,764 

43,232 

Canal _ _ _ 

0.25 sq. m. 

— 

— 

— 


25.61 sq. m. 

4.47 sq. m. 

71,919 

65,041 


It is evident that by far the greater storage lies in Mosqioto Creek Reser¬ 
voir, and that Mosquito and Eagle Creek Reservoirs combined contain eighty 
(80) percent of the usable storage. On the other hand, the watershed tribu¬ 
tary to the Milton Dam is approximately sixty(60) percent of the total posi¬ 
tively controlled watershed of the system. It is evident, therefore, that the 
larger portion of the water impounded by the Milton and Berlin Reservoirs 
must be transferred to the other reservoirs for storage. 


—13 













Proposed It is proposed to accomplish this transference by means of a 

Canal Canal, which will connect the Milton Reservoir with Eagle 

Creek and Mosquito Creek reservoirs. This canal will have a 
normal capacity of 930 cubic feet per second or six hundred million gallons 
per day. 

The total length of the canal is about twenty-four (24) miles divided into 
three divisions as follows:— 


Milton Dam to Eagle Creek_ 11.14 miles 

Eagle Creek to Canal Effluent Works_ 8.09 miles 

Canal Effluent Works to Mosquito Creek Dam_ 4.71 miles 


23.94 miles 


STUDY OF THE RAINFALL AND RUN-OFF 

So far we have confined ourselves to a discussion of the size of the canals 
and reservoirs available but this has been on the assumption that we have suffi¬ 
cient rainfall and runoff to supply the necessary flow. 

This cannot be taken for granted and much time was required in making 
an exhaustive study of the dependable run-off. The portion of the report deal¬ 
ing with this phase of the problem is very exhaustive and is accompanied by 
many maps and diagrams and is submitted in the form of an appendix to this 
report, Appendix “A.” The salient features of this discussion are as follows:— 

Period The rainfall investigations for this project include a study 

Covered by of records for the past thirty-five (35) years from thirteen 
Investigation (13) stations on and near the watershed. The average of the 
monthly records has been taken as the mean rainfall upon 
the watershed, as an exact determination by the use of rainfall contours for a 
year and a month chosen at random from the records gave in both cases, a value 
closely agreeing with the arithmetical mean. 


Conditions The records show a fairly uniform distribution of rainfall, not 
Favorable only from year to year, but throughout the year. Physical 

For Ample conditions in this section are favorable to ample rainfall, owing 

Rainfall to the altitude, more than a thousand feet over most of the 

watershed, and to the location in the path of most of the storms 
crossing the country from west to east and from southwest to northeast. 


Investigation From a study of the records by months the period from 1885 
covers driest to 1890 has been chosen, not as the driest, but as the period 
cycle of years liable to be most severe upon water storage. A careful inves¬ 
tigation therefore has been made of the yield and of the demands 
for this period, to determine the sufficiency of the supply and of the storage 
during a period equal to that chosen as the most adverse of the past thirty-five 
(35) years. 

Error in The absence from the United States Government reports of 

Yield from the daily readings of rainfall introduces an error in the figures 
Uncontrolled of dependable yield from the uncontrolled areas for which 
Areas compensation must be made. By using the monthly rainfall 

figures we must assume a uniform daily run-off which gives 
erroneous results. The total rainfall in any one month may very well occur 
during relatively few days of the month; consequently the run-off during that 
period may be many times greater than during the balance of the month. 


— 14 — 






Subdivision Of the total rainfall, a portion runs directly over the surface 

of Rainfall of the ground into the streams forming their flood flow. 

Another portion sinks into the ground or is retained in the 
pools, lakes or reservoirs. 

Of the latter part, a portion is evaporated from the moist ground, surface 
pools, sand, leaves and vegetation. 

A portion percolates deeply into the ground and is lost. The amount of this 
loss is so small as to be neglected. 

A third portion of that which enters the ground is stored in voids of the soil 
and crevices of the rocks and is released gradually as springs and underground 
flow to the streams. This is the water that maintains the flow of the streams 
long after the dry weather has set in. 

The amount of water that is drawn up by plant life is very large in the grow¬ 
ing season but of this amount very little is actually retained by the plants or 
becomes a part of their structure. The passing of water in this manner and from 
the ground through the trees and its evaporation into the atmosphere is called 
transpiration. 

Formula for Mr. C. C. Vermeule, of the New Jersey State Geological Sur- 

Evaporation vey, has made an elaborate study of rainfall and gauging re¬ 

cords for many streams and has developed a formula by which 
the monthly evaporation may be computed from the rainfall and the mean 
temperature. 

Investigation The difference between the rainfall and evaporation is the flow 

of ground but as this is complicated from month to month by the amount 

storage going into or drawn from ground storage, the latter must be 

investigated before the monthly flow can be determined. 

The relation between ground storage and flow therefrom is shown by a curve 
which must be constructed separately for the watershed of each stream inves¬ 
tigated. This is best done by a comparison of rainfall and gauging records for 
the same period. 

Gaugings of Mahoning River were made continuously from 1903 to 1906, 
and are available as run-off figures in the reports of the United States Geological 
Survey. The rainfall records are available from the Weather Bureau. By 
computing the evaporation for each month and deducting this from the rain¬ 
fall, then comparing this difference with the actual measured flow for the month, 
we obtain a record of the water entering into the ground storage or drawn there¬ 
from, and can determine the depletion of storage caused by various rates of drafts. 
From the values thus found the ground storage curve for the watershed is drawn. 

Computing The problem is now reversed, knowing the rainfall for the 
of monthly period under investigation and computing the evaporation, 

flows we may, with the aid of the ground storage curve, compute 

the monthly flow. This is treated fully in Appendix A. 

The total supply is equal to the runoff from the land added to the total 
rainfall upon the water surfaces which is, of course, all caught. 

FLOOD PRECAUTIONS 

It is proposed to transfer most of the water for storage to the lower reser¬ 
voirs, thus leaving the Berlin and Milton Reservoirs drawn down to catch flood 
waters. The flood discharge of the river will be reduced in volume somewhat 
and its period prolonged, thus preventing the destructive floods which might 
be caused by the uncontrolled discharge following heavy rains. There will be 
retained by the Milton and Berlin dams sufficient stored water to insure the 
dry weather flow at all times above the point at which the waters are to be 
returned to the river. 


— 15 — 


The Berlin reservoir when constructed will be considered as forming with 
the Milton reservoir a single reservoir of 15,400 million gallons capacity. 

Without the construction of the canal and the other reservoirs the Berlin 
would have given an immediate increase of 30,000,000 gallons per day in the 
driest period we have had since 1885. Its cost would be about $1,600,000 at 
present prices. As part of the larger scheme it would be used chiefly as a deten¬ 
tion basin and by enabling the cross-section of the Canal to be reduced from 
Milton to where the West Branch diversion canal joins the main canal a consider¬ 
able saving in the excavation as well as some saving in the cost of structures 
can be achieved. 

SUPPLYING STORED WATER TO THE RIVER 

An examination of the accompanying map will show that the river may be 
fed from these reservoirs at three different points:— 

1. From the spillway, or through the sluices of Milton Dam. 

2. Similarly from Eagle Creek Dam, following Eagle Creek to the river 
above Warren. 

3. From Mosquito Creek Reservoir, through the canal into the river above 
Warren. 

Canal Efflu- At this last point effluent works are to be constructed which 

ent Works will permit the drawing of water from either direction, for 

either the municipal supply or the river supply. The canal 
invert will, therefore, slope upward in both directions from this point, so as to 
permit a flow from either the Eagle Creek or Mosquito Creek to the effluent 
works. The eastern end of the canal from this point will be considerably deepened 
so as to permit the drawing down of Mosquito Creek Reservoir to a low level, 
thus utilizing to the best advantage its great storage capacity. 

When Mosquito Creek Reservoir is being filled from the higher levels, this 
canal section will run full with a surface slope towards Mosquito Creek. 

Spillway at Besides the three points just mentioned from which the river 

Mosquito can be fed from the reservoirs, a spillway is also to be constructed 

in the Mosquito Creek Dam, so that at a conjunction of a full 
reservoir on Mosquito Creek, and an abnormal rainstorm, the surplus water will 
pass directly over the spillway and riot through the control gates above Warren. 

Function of It is proposed to control, preferably by conduits, that portion 
Control of the supply needed for municipal purposes so that the muni¬ 

cipal supply shall be taken directly from waters stored above 
the influence of pollution or uncontrolled manufacturing wastes discharged 
into the River. 

Stored water The elevation at which the water will be withdrawn from the 

led to Plant canal above Warren is such that it can be led by gravity to the 

by gravity existing pumping station at Warren, at which point it is possi¬ 
ble to so enlarge the existing plant as to provide for all reason¬ 
able needs of the Cities of Warren and Niles. The conduit can be extended 
further down stream to the City of Youngstown, if this is deemed advisable. 

DESCRIPTION OF CANAL AND STRUCTURES 

The canal has a total length of about twenty-four (24) miles, of which nearly 
the whole length is in cut. It is believed that this policy, although causing great 
excess of excavation over the fill required, will result in a shorter and therefore 
more economical line as well as reducing the see page, and doing away with the 
necessity for a concrete lining to prevent seepage in the sections in fill. About 
five (5) miles of the canal, between the effluent works and Mosquito Creek, is of the 


— 16 — 


special section averaging twenty-eight (28) feet deep, while the remainder is 
twelve (12) feet deep with a proposed depth of flow of ten (10) feet. 

Structures There are a number of structures required in connection with 
these works, of which the Milton Dam already exists, and a 
very favorable site exists for the construction of the Berlin Dam at a compara¬ 
tively low cost by the adoption of an arched dam. The hydraulics of all these 
structures are discussed at length in Appendices C and D of this report. 

Eagle Creek The Eagle Creek Dam will be low and about ten hundred and 

Dam fifty (1050) feet in length and will be of reinforced cellular 

construction or monolithic concrete. It is proposed to carry 
the canal flow through this dam by a large conduit, to avoid mixing the canal 
waters with those of Eagle Creek, when considered desirable. The design in¬ 
cludes a relocated highway across this dam upon a viaduct. 

Mosquito The Mosquito Creek Dam site lends itself very well to an 
Creek Dam earth dam construction, with a solid concrete or hollow concrete 
spillway section. Quite a length of low back diking will be 
required at Mosquito Creek to protect the adjacent road and Erie Railroad 
when the water in the reservoir is high. The remaining structures have to do 
principally with the canal itself, and are briefly described in the following general 
description of the latter. 


THE CANAL 

The Canal will leave Milton Reservoir on the west side just above the dam, 
at the point labeled “Intake to Canal,” on the large folding map; sluice gates will 
control the entry of water into the canal. The normal elevation of the reservoir 
surface is nine hundred and fifty-one (951) feet, and that in the canal will be 
nine hundred and thirty (930) feet, twenty-one (21) feet lower, and of the bottom 
of the canal, nine hundred and twenty (920) feet. At Station O plus fifty (50) 
head gates or regulating devices will be placed. 

Since the preliminary studies of the canal were completed, considerable thought 
has been given to lessening the expense of the project without materially affecting 
its value. With the canal at the elevation shown on the plans it will be possible 
to drain the Milton Reservoir through it. This is desirable if not too expensive. 
By raising the canal fifteen (15) feet we can save about $500,000.00 worth of 
earth and rock excavation, and only three billion out of the total capacity of 
10,800,000,000 in Milton Reservoir above or out of 15,400,000,000 in both 
Berlin and Milton is not controllable by the canal system, that is, it is not 
available for municipal water supply. 

This change is quite worth while. The three billion is not wasted as it can 
be used for direct regulation of the Mahoning River for its entire length below 
Milton Dam. The raising of the canal has the further advantage of making 
possible a three hundred (300) H. P. twenty-four (24) hour service hydro¬ 
electric plant at Newton Falls. 

If the high line is adopted, the canal location must be modified swinging the 
line to the west of Newton Falls thus reducing the cost of right-of-way through 
that tow r n. 

A canal elevation somewhat between these two extremes may ultimately 
prove to be the most economic one, all conditions taken into consideration. 

The description of the canal which follows refers to the alignment shown on the 
plans, but throughout the length of the canal other changes may ultimately be 
made for the betterment of this work. 


— 17 — 


At Station 38, a small branch of Kale Creek is encountered, and will be taken 
into the canal. 

Kale Creek At Station 58, the main branch of Kale Creek crosses the line 
Crossing of the canal. As this creek is subject to heavy storm flows, it is 

believed unwise to attempt either taking the flow into the canal 
or passing it under the canal by a culvert. It is, therefore, planned to carry the 
canal under the creek by an inverted siphon (100) one hundred feet long. 

At Station 88 plus 40, and Station 109 plus 60, small branches of this Creek 
are met and will be carried under the canal prism by culverts. 

West Branch The West Branch of the Mahoning River is encountered at 
Crossing Station 252, and as this river is also subject to flood flow the 

canal will be carried under the stream bed by an inverted 
siphon five hundred (500) feet long, from stations 252 to 257. This siphon will 
also pass under the double track Electric Interurban Railway. Before reaching 
the siphon the bottom of the canal will be dropped to form a silt catcher with a 
blow-off valve in the bottom, and flood water in the canal will be taken care of 
by a side spillway channel leading to the stream. 

West Branch Either as part of the structure of West Branch siphon or sepa- 

Junction rately, provision must be made for a junction of the canal from 

the West Branch Intake. A concrete lining in the canal for 
one hundred (100) feet from the junction is sufficient to check scour. No separate 
drawing of this structure has therefore been made. 

Eagle Creek At the Eagle Creek Dam, Station 583 to 593 plus 50, a small 

Crossing grit chamber and spillway will be provided before the entrance 

to the conduit through the dam. There will also be installed a 
submerged weir, which will be used to stabilize the flow in the upper canal 
making its slope relatively independent of fluctuations in the lower level. This 
weir will also be used to measure the flow in the canal. 

The conduit through the Eagle Creek Dam will be provided with sluices 
connecting with the reservoir, to allow the feeding of the latter from the conduit 
or vice versa. There will also be built into the conduit a large Venturi Meter, 
which may be used to measure the combined flow from Milton and Eagle Creek 
Reservoirs eastward, or from the former alone thus permitting a check upon the 
measurements at the submerged weir. 

After emerging from the dam, the canal crosses a considerable stretch of low 
ground and must be constructed entirely in fill. It is practically certain that a 
lining of concrete will be required in this section to prevent seepage. 

The relocated highways will be carried across Eagle Creek Dam upon a 
viaduct of reinforced concrete, and the highway north of the dam will have to be 
raised as a back dike for some distance to prevent the reservoirs over-flowing at 
this low point. 

The foregoing description refers to a design for a solid masonry dam which 
for the preliminary study seemed to be the safest structure to adopt. Further 
studies and investigations have been made looking to the adoption either of a 
hollow dam such as the Ambursen type or else an earthen dam across the main 
channel with a concrete spillway over the saddle to the north. Either alternative 
works out considerably cheaper than the solid concrete dam. The type finally 
selected must await the result of borings and much more comprehensive and 
detail studies than were possible under the expenditure so far incurred. 

Chocolate At Station 897 plus 20, a small stream, Chocolate Run, will 
Run Crossing be carried under the canal by a concrete culvert. 

The culvert suggested at Chocolate Run bids fair to be 
changed to form one of the most important structures on the entire line of the 


— 18 - 


canal, for Chocolate Run in my opinion forms the most available route for 
crossing the divide between the Mahoning River and Lake Erie if the proposed 
ship canal is carried out. It certainly will be more to the advantage of the City 
of Warren to have this route for the Ship canal adopted, for it assures water 
transportation through the City where otherwise it may be carried up the 
Mosquito Creek somewhat to the disadvantage of Warren. 

Description The main control works of the canal and reservoir system are 
of main con- located at Station 1015, at the crossing of a small stream local- 
trol works ly known as Young’s Run. This structure is termed Canal 
Effluent Works. The works at this point include: 

1. A culvert for the stream. 

2. A submerged weir between the shallow and deeper sections of the 
canal. 

3. Side spillways on both the upper and lower side of the weir to permit 
the discharge of such flood water as finds its way into the canal. 

4. A gate house so arranged as to draw from either side of the weir and to 
permit the discharge of such flood water as finds its way into the canal. 

5. The enlargement of the creek bed below the canal so as to permit 
the feeding of the river through this channel. 

From the Effluent works the deep canal section extends to Sta. 1263, where the 
regulating works for the flow from Mosquito Creek will be located. These 
gates will be so constructed and regulated as to permit the feeding into the canal 
of any desired amount from Mosquito Creek Reservoir, regardless of the dif¬ 
ference in stage between the reservoir and canal. When the reservoir is being 
filled by a flow from the opposite direction, the gates may be lifted entirely 
from the water thus opening the full section of the canal. 

The canal elevation at Mosquito Creek as fixed on the preliminary plans 
permits the return to the Mahoning River above Warren of forty-eight (48) 
billion gallons of the total capacity of the Mosquito Creek Reservoir which is 
49,764,000,000 gallons or 96.3% of the whole. By raising the canal six feet we 
reduce the storage that can be returned to the River above Warren to 43,000,000,- 
000 gallons which leaves 13% of the water in the reservoir which cannot be re¬ 
turned b} r way of Warren. It can however, be discharged through sluices into 
Mosquito Creek for river regulation. The final elevation adopted may be 
between these limits or it may be still higher. The six foot raise in grade 
will save $550,000.00, at an expense of 5,000 million gallons of stored water 
which is about the maximum limit of possible economy. This is not a high 
cost for 5,000 million gallons of storage capable of control when wanted. 
If it could not be utilized at all there is no question but that the deep sec¬ 
tion should be developed but as the volume thus lost to the River above War- 
Wen is available at points below Niles it cannot be said to be without value. 

Elevation Whatever depth is decided upon, the control works at Mos- 
of canal quito Creek should conform to the greatest depth that the 

reservoir may ultimately be drawn to, as, should financial 
conditions not permit the canal to be dug to full depth at first, there is no rea¬ 
son, since the canal is unlined, why the structure should not be designed so as to 
permit the canal to be deepened later and a shallow canal used for the first 
years the system is in operation. 

Other structures required comprise the following:— 

Highway Twenty-seven (27) highway crossings, a number of which will 

Crossings have a skew of about forty-five degrees, and several will cross 
the deeper section requiring concrete piers, one (1) will cross 
upon the regulating works at Milton Dam, one (1) over Eagle Creek Dam and 
one will be at the intersection of two highways forming a double skew bridge. 


— 19 — 


All these crossings are to be constructed of reinforced concrete and are so designed 
as to support a twenty ton road roller as used in highway construction. Bridges 
on main routes will have a clear width of twenty-four (24) feet; on country roads, 
of twenty (20) feet; and on side roads, of eighteen (18) feet. 

Railway Seven (7) railway crossings, of which two (2) are single track, 

Crossings four (4) double track and one (1) double track electric railway, 

in Siphons An investigation shows that the most satisfactory type of 

crossing will be by means of a siphon underneath the track. 
These siphons would be less expensive and more stable as regards the railway 
track than girder bridges, besides eliminating the necessity of track elevation 
in several cases. The siphons will in all cases extend entirely under the right 
of way of the railway. One of these crossings, that of the electric railway, will 
be taken care of by the siphon under the West Branch of the Mahoning River 
and in two (2) of the others the clearance is such that the bottom of the canal 
need not be lowered in passing under the railroad. 

Intakes A number of intakes provided for surface drainage vary in 

size from those required for small gullies to the intake for the 
first branch of Kale Creek. These intakes consist of short paved sections with a 
grit catcher and overflow weir at the edge of the canal and pavement of the banks 
of the latter at the intake to prevent scour due to a rush of water. 

Culverts Culverts for passing surface drainage under the canal have been 

planned. These will be of two general typesi first, through culverts 
for the principal streams that are encountered, second, siphon culverts, in which 
the water passes under the canal at a lower elevation than its natural bed,rising to 
the outlet on the opposite side. These latter culverts will be provided with grit 
catchers and those under the deeper sections of the canal will be provided with a 
manhole in the canal bank so that when the water is low the siphons may be 
reached more easily than from the culvert entrance. These structures will all 
be made of reinforced concrete. 

DESIGN OF CANAL 

Capacity The capacity of the canal, in the preliminary design, is 

and grade six hundred (600) million gallons daily. The same size was 

of Canal used for the entire length. That modifications in the size of 

certain portions of the canal can be made in the interest of 
economy, there is no doubt. The entire matter of canal sizes is taken up and 
discussed at length in Appendix “C.” The section immediately adjoining 
Milton Dam for instance might reasonably be reduced to carry one-third of 
this amount if properly controlled; on the other hand a larger canal section gives 
better insurance against accidents in the event of a failure to operate the head 
gates during a heavy flood. 

West Branch There is no adequate reservoir site on the West Branch of 
Canal the Mahoning, therefore to conserve a reasonably high percentage 

of the flood water of this branch and to divert it to the storage 
basin below, ample canal capacities are necessary and final figures for capacities 
on this section may not fall far short of that projected in the preliminary calcu¬ 
lations. 

In computing the demand in Table IX, the assumption is made that the 
monthly yield from the uncontrolled area is uniformly distributed through 
the month. This of course is not strictly correct. We may get a big flood in 
one part of the month and consequently may have the deficiency in flow for a 
large part of the month. This error is evaluated on p. 72. The largest uncon¬ 
trolled area is that of the West Branch of the Mahoning River. In order to 
reduce as much as possible the losses in the system due to the lack of uniformity 


— 20 — 


in the daily yield from the uncontrolled water shed the capacity of the canal 
has been increased substantially over the theoretical requirements, so that the 
water from the West Branch during the flood stages can be diverted into the 
canal and conveyed to the storage reservoirs on Eagle Creek and Mosquito 
Creek. This enlargement applies to the section of the canal below the West 
Branch of the Mahoning River. 

Milton — Regarding the capacity of the canal from Milton Dam to West 

West Branch Branch of the Mahoning River, the theoretical capacity of 
Canal the canal need not exceed two hundred (200) million gallons a 

day to satisfy the relationship between the amount of storage 
available, the run-off and the yield expected from this drainage basin. However, 
in the operation of the system, a condition might arise that for weeks at a time 
it might be necessary to let water down from the Milton Reservoir at a much 
higher rate than the theoretical capacity. For the purpose of the preliminary 
study the full section of the canal has been extended directly to the Milton 
Dam. Furthermore, in the discussion on the Lake Erie and Ohio Canal referred 
to in another part of the report the waters of the Milton Dam may be needed 
to provide for the locking up and down on the canal; in which event the full 
section of the canal will be essential. 

Soundness The conclusion to be drawn from the discussion in Appendix 

of Canal “C” is that the design of canal sections is exceedingly liberal 

estimates and in the final plans these sections are likely to be decreased 

rather than increased. The estimates therefore are perfectly 
safe and the final cost of the work will in all probability be less rather than more. 

Canal In the design of the canal the available fall from one reservoir 

Velocity to another, as well as the velocities which could be allowed 

through the material, were governing factors. The available 
fall from the maximum draft line in the Milton Reservoir to the maximum level 
of Eagle Creek Reservoir is eleven (11) feet of which nine tenths (0.9) feet will 
be used in overcoming the resistance in the stream and railway siphons. This 
will permit a grade of about seven-tenths (0.7) feet per mile through this portion 
of the canal. A velocity of two and one-half (2)4) feet per second is assumed as 
safe for the material through which it is excavated. It is believed this material 
will stand upon a slope of one and one-quarter (1)4) to one (1) in cut under 
this velocity. The capacity of the canal is six hundred (600) million gallons 
per day or about nine hundred and thirty (930) cubic feet per second, so that a 
cross sectional area of about three hundred and seventy-five (375) square feet 
will be required. Above the water line the standard railway slope in cut, one 
(1) to one (1) will be adopted; the change in slope will occur at two (2) feet above 
the normal waterline where a berm five (5) feet wide will be located. This sec¬ 
tion will have a bottom width of twenty-five (25) feet, a top width of fifty (50) 
feet and a normal depth of flow equal to ten (10) feet. 

In fill it is assumed that a slope of two (2) to one (1) below water and one 
and one-half (1)4) to one (1) above water will be required. As, however, the 
embankments are carried only two (2) feet above the water line, the two (2) 
to one (1) slope holds to the top on the water side and the one and one-half(l)4) 
to one (1) slope on the outside of the embankments whose top width is five (5) 
feet. On account of the wider water surface due to this flatter slope the bottom 
width is reduced to twenty (20) feet giving a section with practically the same 
hydraulic elements as that in cut. 

Where cut and fill are combined in one section the slopes for each are as stated 
above with a berm at the original surface increasing in width with the height 
above the bottom. 


— 21 — 


Rock Every rock cut will require separate consideration and special 

Sections treatment. Provision must be made for the greater roughness 

and consequent resistance to flow. This may be accomplished 
by increasing the section thus reducing the velocity on either end of the rock 
cut to save sufficient head to permit of a smaller rock section with a higher 
velocity. 

Economic An economical section in which the cut and fill approximately 

Sections balance has been worked out, giving a depth of cut equal to 

six (6) feet, the excavated material forming embankments on 
either side, six (6) feet high or two (2) feet above the water surface. This depth 
agrees with that generally accepted as the most economic depth, namely, an 
excavation of 60% of the depth of flow in the canal. Such a section however, 
if followed exactly must follow a contour, involving much greater length, flatter 
slopes and therefore a larger cross sectional area. 

The line as located is almost a direct route and show T s some evidence of being 
sufficiently economical for serious consideration in a preliminary study. It 
shows however an enormous excess of cut over fill but has the advantage of pre¬ 
venting the possibility of the water-logging of land on either side of the canal 
as would be the case if the water line of the canal was always higher than the 
adjacent land when running through a porous foundation. As the canal and 
reservoir system can be controlled these portions of the canal will only run full 
for a relatively short time. Prior to final location, modifications can be made 
in the canal location which will greatly lessen the amount of excavation through 
certain sections where the possibility of water-logging is remote. 

Other considerations of cost of the fill section are the likelihood of requiring a 
greater extent of impermeable lining to prevent seepage than in the excavated 
section, and that fill requires a greater width of right-of-way. 

The section described will extend also from Eagle Creek Reservoir to the 
effluent. From here on the water section will average twenty-seven and one-half 
(27)/0 feet in depth varying from twenty-six (26) feet at Mosquito Creek and 
to twenty-nine (29) feet at the effluent. 

This assumes that the canal invert elevation will be at 884 at Mosquito 
Creek so as to bring back to Young’s Run practically all of the stored water 
in Mosquito Creek Reservoir. 

It was pointed out above however that the canal can be raised six feet with a 
loss of only 10% of the draft. If the higher elevation is adopted, the depth from 
the Effluent Works at Young’s Run to Mosquito Creek will average twenty-one 
and one-half (213/0 feet instead of twenty-seven (27) in the deeper section. 

Depth of With the draft of one hundred million (100,000,000) gallons 

Flow a day estimated for municipal purposes, the depth of flow in the 

deep section will be six (6) feet. When the entire flow in the 
river must be maintained from Mosquito Creek the depth will be slightly over 
ten (10) feet with a slope of six-tenths (0.6) feet per mile. 

When however Mosquito Creek is being filled from the Berlin, Milton and 
Eagle Creek Reservoirs above, this deep section will flow full with an average 
depth of twenty-seven and one-half (27T^) feet, a surface slope of tw T o hundredths 
(.02) feet per mile and a velocity of nine-tenths (0.9) feet per second. This 
section with a total length of about five (5) miles lies almost entirely in cut 
amounting, for a short distance, to sixty (60) feet. This can be avoided only by 
a detour of one and one-half (l}/0 to two (2) miles, involving even greater 
t xpense than the deep cut. 


— 22 — 


CONCLUSIONS CORROBORATED BY GEOLOGICAL INVESTIGATIONS 

Stratification The outstanding facts in connection with the geology of the 
under dam country confirm the accuracy of the conclusions reached re¬ 
sites garding the water supply question. The principal corrobora¬ 

tion is as to the character of the reservoirs upon which the 
greatest dependence for storage has been placed. The geological record clearly 
indicates that both the Mosquito Creek Reservoir and the Eagle Creek Reser¬ 
voir are underlaid by impermeable sub-strata. The geological studies further 
show that Milton Reservoir is, and the proposed Berlin Reservoir will be, subject 
to seepage losses due to the fact that the dip of the underlying rock as well as 
its structure is such as to cause seepage from these reservoirs towards the east, 
which seepage debauches into the river where the rock outcrops in the State 
of Pennsylvania. On the other hand the geological formation west of the col¬ 
lecting area is such that dependence can be placed on it for substantial increments 
to the visible supply from seepage water from the upper stretches of the Cuya¬ 
hoga River contiguous to the drainage basin of Eagle Creek and the West Branch 
of the Mahoning River and that the construction of the proposed Eliram Reser¬ 
voir to impound the upper waters of the Cuyahoga River will cause an exfiltra¬ 
tion from this proposed Hiram Reservoir of fifteen (15) or twenty (20) percent 
directly into the Eagle Creek Valley. The rock underlying the Hiram Reservoir 
outcrops in the Eagle Creek Valley. The above are the salient points brought 
out by a study of the geology of this section of the country. In the appendix 
w T ill be found a chapter dealing with the geology of the country and a more 
detailed statement of the conclusions drawn from this study. 

APPENDICES D, F AND H. 

Plans and The set of drawings catalogued in appendix “D” represents 

Designs selected designs which have been worked up; a few represen¬ 

tative ones are herewith reproduced. Further investigations 
may call for minor variations in some of these and till stream gaugings have been 
made to check the hydrological conditions, borings to examine the formations 
underlying the site of the works, and a decision reached as to the exact method 
of operation, the designs should all be regarded as subject to modification. 
The notes and computations made in the preliminary design cover some two 
thousand (2000) pages of manuscript and are to voluminous to reproduce even 
in an appendix. 

Method of In Appendix “F” the methods of operating the system are dis- 

Operation cussed. The conclusion is reached that till additional data has 

been collected by gaugings on the Mahoning and its branches, 
the details of operation may advantageously be left open to modification. 

Hydrological In Appendix “H” the importance of collecting additional data 

Data is again emphasized and the establishment of gauging and 

other observation stations throughout the area is recommended. 
The location of the gauging stations is discussed. 

ORDER OF CONSTRUCTION 

It is recommended that the construction be undertaken in the following 
order:— 

1. Eagle Creek Dam. 

2 and 3. A canal from the West Branch Intake to Eagle Creek. 

4. The Mosquito Creek Dam. 

5. Canal from Eagle Creek to Young’s Run. 

6. Canal from Young’s Run to Mosquito Creek. 

7. Berlin Dam. 

8. Canal from Milton to the Junction with the Canal from West Branch. 


— 23 — 


One. The advantage of getting the middle section of the work done first is 
great. Eagle Creek Dam can be operated successfully as a separate unit and so 
should be constructed first. 

Two and Three. The catchment area of the Eagle Creek is not sufficient to fill 
the dam in dry years unless supplemented by seepage from the Cuyahoga Valley. 
The construction of the West Branch intake and the canal from there to Eagle 
Creek remedies this. The whole can then be operated very efficiently as a 
self-contained unit. 

The construction of the canal from Milton to Eagle Creek would give us 
efficient operation but as the upper portion of this lies largely in deep cut, this 
work would be more expensive than the West Branch Intake and canal and so 
it would be better to postpone its construction till later. 

Four. The Mosquito Creek Dam should be started so as to be finished by 
the time of completion of the Canal from Eagle Creek to Mosquito Creek. The 
Mosquito Creek Reservoir will be of some service alone but it can not be filled by 
its own watershed, except in extremely wet years, hence to make its construction 
profitable additional water must be diverted into it. 

Five. The construction of the canal from Eagle Creek to Young’s Run 
will materially increase the efficiency of the Mosquito Creek Reservoir, and will 
also permit the delivery of water from the upper reservoir to the Canal Effluent 
Works. So important is the purity of the municipal supply which will be safe¬ 
guarded by this canal that the construction of this section for a sanitary reason, 
is placed fifth on the list. 

Six. The Canal from Mosquito Creek to Young’s Run should not be under¬ 
taken separately from the Canal from Eagle Creek to Young’s Run which forms 
section five. 

Seven. The Berlin Dam is placed seventh on the list. The Berlin Dam 
should not be constructed before the Eagle Creek Dam and Mosquito Creek 
as it will provide only an increased regulated flow of twenty (20) million gallons 
per day against the ninety (90) million gallons per day regulated flow that can 
be obtained from the Eagle Creek and the West Branch catchment areas by 
storing the water of both the watersheds in the Eagle Creek Reservoir. The 
Berlin Reservoir has a capacity of five thousand and four hundred (5,400) 
million gallons and can be constructed for one-half of what it would cost to impound 
ten (10) thousand million gallons in Eagle Creek but owing to the fact that the 
Milton Dam has already skimmed the cream off the Upper Mahoning Valley, 
on a basis of cost per million gallons daily flow the Eagle Creek reservoir gives 
much more efficient storage. 

If an appropriation cannot be made at once for the entire project there are 
some advantages and no greater objections to leaving an interval between the 
completion of the Eagle Creek-West Branch scheme and the remainder of the 
works in the lower part of the valley. Data from the Milton Area can more 
easily be obtained by gaugings and observations of the fluctuation of the water 
level in Milton Dam than on the unregulated streams in West Branch and Eagle 
Creek. The Berlin provides cheap regulation and its construction before the 
canal intake at Milton is started will, firstly provide for the regulation of the 
Mahoning during the construction of the Milton and West Branch section of 
the canal, secondly, save the inclusion of automatic head gates at the Milton 
intake, and thirdly, enable a twenty (20) percent reduction to be made in the 
cross-section of the canal from Milton to the West Branch junction. 

Eighth. The completion of the canal from Milton to West Branch Junction 
is necessary to bring the whole scheme to the highest state of efficiency but unless 
the West Branch intake canal be omitted it has no value till the remainder of 
the scheme is completed. 


24 — 


The Mosquito Creek reservoir is not likely to be filled till the completion 
of the conduit conveying water from the Milton and Eagle Creek basins and owing 
to the marshy character of the creek bottom the reservoir when shallow is likely 
to be very unsatisfactory for municipal supply. 

ESTIMATE OF COST 

Unless works are intended for immediate construction, estimates of cost 
are exceedingly misleading. The prices of labor and material are abnormal. 
How long they will remain so is uncertain. Based upon average conditions of 
labor and material, the cost of constructing the works necessary to insure a 
minimum supply in the river at Warren, during the period of greatest drought, of 
three hundred (300) million gallons per day would not exceed seven (7) million 
dollars. At the present time the estimated cost cannot be set down at less than 
between eleven (11) and twelve (12) million dollars. 

The principal items making up this grand total are as follows:— 

• 

Eagle Creek Reservoir and Dam will vary in cost from $1,250,000.00 
to $2,915,500.00, depending upon the type of dam selected. 

The Canal from West Branch Intake to the Eagle Creek Reservoir 
will vary from $630,000.00 to $918,000.00, depending upon the capacity and 
grade ultimately adopted. 

The Mosquito Creek Reservior will vary in cost from $2,890,000.00 to 
$3,784,000.00, depending upon the type of dam selected. 

The canal from Eagle Creek to Canal Effluent Works will cost from 
$793,900.00 to $924,800.00. 

The Canal from Canal Effluent Works to Mosquito Creek will vary 
in cost from $2,769,000.00 to $3,328,100.00, depending upon the location 
and the capacity of canal. The former figure will give a 200 million gallon 
per day capacity, the latter 600 million gallons per day. 

The Berlin Dam will cost $1,200,000.00. 

The Canal from Milton Dam to West Branch Junction will cost from 
$835,000.00 to $1,910,000.00, depending upon the location and type of canal. 

In a project of such great importance to the citizens of the Mahoning Valley 
the cost is not the highest consideration. The benefits to be derived from such 
improvements take precedence. The present and prospective growth of the City 
of Warren alone is such that the construction of the improvements outlined in 
this report could be properly absorbed by an increase in the rateable or assessed 
valuation of the city. On the other hand, if some action is not taken within the 
next few years to regulate the flow of the river and to maintain a normal low 
water level far in excess of the present low water flow, additional commercial 
improvements in Warren must cease. 

When we consider that the interests of Warren will probably not exceed 
twenty-five (25) percent in the entire project it will be seen that the cost of the 
development to the individual municipalities is quite within their means or 
within their ability to pay. 

SUMMARY OF BENEFITS 

It must not be overlooked, however, that while the development of this 
project will bring about and assure: first, an adequate supply of water for all the 
cities of the Mahoning Valley, even when a population of a million people has 
been reached, second, simplification of the question of sewage disposal to the 
lowest terms possible; and third, reduction by many feet of present high water 
levels during flood times; it will at the same time greatly benefit the mills along 
the river, with which the growth and prosperity of the cities are undeniably and 
indissolubly united. So that from whatever point of view this subject is approached 


—25 


the development and conservation of the waters of the Mahoning Valley to the 
greatest possible extent is at once a problem of vital interest to every citizen 
and every private and public interest throughout the valley, and its serious 
consideration cannot be long delayed. 

CONCLUSION 

It has not been considered advisable to include in the main body of the report 
a discussion of the details of the various phases of the investigation, which were 
necessary before any conclusions could be reached or recommendations could 
be made. 

This discussion, most of which is quite important, is submitted in the form 
of Appendices, and these appendices are deserving of as careful reading as the 
main report itself. In these appendices are included many charts, tables and 
diagrams. 

The materials in the report itself and in the appendices, represent the col¬ 
laboration of myself and my principal assistants in charge of the various portions 
of the work. The major portions of the surveys were made and field data collected 
under the direct charge of Mr. W. S. Harvey, my principal field assistant engineer. 
The major portion of the work on the rainfall records was under the charge of 
my principal assistant office engineer, Mr. E. F. Robinson. The investigations 
relating to the geological aspects of the work as well as the investigation of the 
canal capacities was under the immediate charge of Mr. J. R. Wade who suc¬ 
ceeded Mr. Robinson as my principal assistant engineer. 

The entire project is such an important one and affects the interests of so 
many cities, that it would be presumption to say that the plans submitted 
herewith are not subject to certain modifications after a more detailed study 
of the problem. 

While the City of Warren is called upon at this time to expend upon this 
project a substantial sum of money, the amount invested is small compared to 
the ultimate benefits to be derived by the City of Warren. So far as the costs 
of the work to date is concerned, the expense involved represents an expenditure 
of about one-fifth (1-5) of one percent of the estimated cost of construction, 
whereas, based upon the customary charge of consulting engineers for such work, 
a fee of one percent to one and a half percent of the estimated cost of the work 
when constructed would be fully justified. 

As stated in my preliminary report, the matter, of most vital importance to 
the Citizens of Warren at the present time in the consideration of the project 
as a whole is that it gives an assurance that the ultimate water supply of Warren 
must come from a point above the present intake. 

In this way they can be assured that monies expended upon the development 
and extension of the present water-works system and Alteration plant will not 
be squandered. To be assured of this point justifies the entire expense incurred 
to date. 

When the Mahoning Valley Sanitary District is organized the expense in¬ 
curred by the City in these investigations becomes a charge against the district 
as a whole so that a large part of the expenditures will be reimbursed to the City 
of Warren. 

Respectfully submitted, 

ALEXANDER POTTER. 


— 26 — 


APPENDIX A 

YIELD OF WATERSHED AND ESTIMATE OF STORAGE 
REQUIRED FOR REGULATION 


- 27 - 




APPENDIX A 


YIELD OF WATERSHED AND ESTIMATE OF STORAGE REQUIRED 

FOR REGULATION 

The success of the entire project, from both the sanitary and water supply 
point of view, depends upon its ability to maintain a certain minimum dry 
weather flow. Gauge readings at Youngstown indicate that before the con¬ 
struction of the Milton Dam, the flow of the Mahoning River sank to five (5) 
cubic feet per second or less in dry years. Five cubic feet corresponds to a yield 
of slightly more than three (3) million gallons per day, or about one percent of 
the requirements, and of what we propose to deliver by the project outlined in 
this report. A flow of fifty (50) million gallons per day is now maintained through 
low water periods by the discharge of water stored in Milton Dam. 

The problem, therefore, becomes one of storage, and even with adequate 
storage capacity the project must fail if the yield is insufficient to fill the reser¬ 
voirs. In the final analysis, the problem resolves itself into the question of the 
adequacy of the rainfall, and its yield from the catchment areas tributary to 
the reservoirs. 


SYNOPSIS OF PROBLEM 

The watershed areas and the capacities of the reservoirs, having been deter¬ 
mined in the main report, page 13, the present discussion will be confined to a 
study of the rainfall and run-off. Inasmuch as rainfall records are distributed 
over the area and extend over 35 years, whereas run-off records cover but three 
years, we shall make extended use of the former. 

Synopsis: The reservoirs contemplated will store 65 billion gallons. Studies 
in this appendix show that storage of 54 billion gallons will be required to meet 
our assumed demands of 350 to 400 million gallons per day, based on the driest 
known period of our 35 years record. Will the run-off be sufficient in the future 
to replenish these reservoirs each wet season, is the main question discussed in 
this appendix. It is answered in the affirmative. 

The steps taken in this study are: (a) Establishment of rainfall records for 
this watershed for 35 years, (b) Reasons for considering the period 1884-1890 
as that of greatest demand on the system, (c) Method of establishing stream 
flow records from the rainfall data and evaporation formulas (No stream flow 
records exist for this period), (d) Mass curve of supply constructed, (e) Mass 
curve of demand constructed, based on meeting requirements of evaporation 
plus 6.5 million gallons per day seepage and 100 million gallons per day municipal 
demand plus 200 million gallons per day river demand. (f) Reservoir capacity 
found, (g) Errors in our approximations. We include also in this appendix a 
discussion of reducing the amount of storage provided; also, of the value to the 
project, of Berlin reservoir. 

RAINFALL 

Rainfall is the source of all water supply. Rainfall may be approximately 
defined as the condensed vapor of the atmosphere falling to the earth in appre¬ 
ciable drops. It is evident that the vapor must be supplied (generally from 
evaporation from wet surfaces) and that condensing agencies must be operating. 
Rainfall, then, being dependent upon so many factors, is liable to vary exceedingly 
in amount, and cannot be predicted with any degree of precision, for any short 
time interval, even up to a decade. 


— 29 — 


However, over a long period, the mean annual rainfall of a locality is a well 
established figure, dependent chiefly upon the location and the surrounding 
topography. The principal factors of location that govern are the proximity of: 

1. Large bodies of water or other sources of vapor. 

2. The paths of cyclonic storms. 

3. Mountain ranges, or the altitude of the locality. 

This watershed should apparently be affected more or less by the proximity 
of Lake Erie, by being in the path of storms traveling east and northeast across 
the State of Ohio, and by the Appalachian Mountains lying to the east. On 
account of prevailing winds in this locality, however, which blow toward instead 
of from Lake Erie, it is not probable that this source of vapor influences greatly 
the amount of rainfall. 

PRECIPITATION NOT INFLUENCED BY DISTANT WATER BODIES 

The distance from the Gulf of Mexico is so great that most of the vapor 
from that source is probably deposited as precipitation before reaching this 
section. 

The mountain barrier to the east acts principally upon the moisture-laden 
winds from the Atlantic, causing them to deposit their moisture upon the eastern 
slopes, either by:— 

1. Intercepting the low-flying clouds. 

2. Deflecting the air upwards, causing expansion, with cooling and loss 
of vapor by precipitation. 

3. Causing a general displacement and circulation of the atmosphere 
favoring the entrance of vapor-laden winds from the coast. 

It is believed, therefore, that the action of these mountains is largely to cut 
off the Atlantic Ocean as a source of moisture from this section. Any effect 
that they may have in causing precipitation from the easterly winds will be at 
a maximum further east, although their influence may be felt here to some 
extent. 

LOCAL INFLUENCES 

Of all the precipitation that falls, a portion finally appears in the streams 
and flows away from the vicinity. The remainder is within a short time taken 
up into the air as evaporation from pools, the surface of the ground, transpira¬ 
tion from plants, etc., to become available again for local precipitation. This 
source of vapor for the Mahoning Valley seems the more plausible when it is 
considered that the principal rains are in the summer, when the evaporation 
from all sources is most active. 

The largest factors in the rainfall of this vicinity are, first, the altitude— 
more than 1,000 feet over most of the watershed—and second, the fact that 
it lies in the path of most of the storms that sweep across the country from west to 
east and from southwest to northeast. It is these storms that bring the vapor 
taken up from the land, water surfaces and vegetation of the Mississippi and Ohio 
Valleys and occasionally from the Gulf of Mexico. The circulation in this direc¬ 
tion may be assisted by the continual rising of vapor from the Great Lakes. 

DISTRIBUTION OF RAINFALL OVER WATERSHED 

Rainfall records of the vicinity for the past thirty-five (35) years, 1884-1919, 
were furnished by the Columbus office of the United States Weather Bureau. 

The accompanying map, Plate I, shows the stations for which records were 
available and the approximate periods of these records. 

The first step, therefore, is to devise a method of combining these observations 
so as to obtain a mean value for the watershed. 


— 30 — 



Mosquito 
C* Reservoir 


Easle Cr 
Reservoir 


GaRREttsville 

0885-/9/4) * 


(Warren' 

\iaes-6) 


Lor os town 

9 

0 / 885 / 899 ) 


Meander Creek 
Reservoir 


Miltoh ( 
’rEservor' 


Berlin 

reservoir 


Ellsworth /' 
0885-/896) j 


^TWATEK 

/*»?/- /9c6) 


TO ACCOMPANY REPORT OF ALEXANDER POTTER 
TO THE CITY OF WARREN. OHIO. 


CoLEBROOK©/ 

t,1893-/6971 f 
(/B?9-/903) I 


Orangeville i 
1/889-/908) 


New Berlin 

® /S93-/9/2 


o 

Canton 

(/885-1919) 


f/986 -/900) > 

//9/0-/9/9) 

L-P Youngstown 

'-S. 


Greenhill 

O89/-/9/9) 


Mew 

o 

Waterford 

f/S95-/f/5) 


Plate 1. 

MAHONING RIVER WATERSHED 

Showing 

RAINFALL STATIONS 

SCALE 

01134547 99 10 m 






. 




















♦ 


























































The first method to suggest itself is that of the arithmetic mean, which seems 
a reasonable assumption in view of the fairly uniform distribution of the sta¬ 
tions over the watershed and of the rainfall among these stations. Before this 
method is adopted, however, its general accuracy will be tested by the method 
of isohyetal lines, or rainfall contours. 

Plate 2 shows the rainfall at all stations from which records are available 
for a representative year, 1895, with rainfall contours interpolated for each 
half inch. Even inches are shown by full lines, half inches by dotted lines. 
It is assumed that a rainfall of, say, 28", will average this amount over the area 
between the 27^" and 28J4" contours. The total precipitation over this area 
for 1895, therefore, is equal to 28" multiplied by this area. The total precipi¬ 
tation on the watershed is equal to the sum of the partial areas, each multiplied 
by its rainfall figure. The mean rainfall on the watershed is equal to this total, 
divided by the watershed area. 

The mean rainfall is determined by this method for three areas, — the entire 
watershed; the controlled watershed; i. e., tributary to the reservoirs, above 
Warren; and the uncontrolled watershed above Warren. 

The computations of the quantities follow: 


Controlled Area 


Planimeter 


Total Area 


Contour 



26" 

0.31 


27" 

3.63 


28" 

0.05 

+ 

29" 

0.19 

+ 

30" 

0.61 

+ 

Ol" 

0.76 

+ 

32" 

O.B3 

4- 

33" 

0.15 

+ 

Total_ 




Areas 




Sq. in. 





0.31 





3.63 

2.25 




2.30 

0.69 




0.88 

0.17 

+ 

0 . 

34 

1.12 

0.32 

+ 

0 . 

61 

1.69 

0.63 




1.46 





0.37 


Sq. Mi. 

Area X Depth 

12.42 

323 

143.38 

3872 

91.00 

2547 

34.97 

1014 

44.51 

1335 

67.00 

2075 

57.95 

1854 

14.57 

481 

*65.80 

13501 


Average Rainfall 


29.0" 


Uncontrolled Area (Above Warren) 


Planimeter 

Contour Areas 


26" 

_ . 

_ _ _ 




27" 

0. 

01 

+ 

0. 

52 

28" 

1 

.22 




29" 

1 

38 




30" 

*0, 

.80 

+ 

0 

.80 

31" 

0. 

.64 

+ 

0. 

,12 

32" 

0. 

13 




33" 

_ . 

l 

1 





Total Area 


Sq. In. 

Sq. Mi. 

Area X Depth 

~0~53 

2T03 

567'7 

1.22 

48.41 

1355.0 

1.38 

54.75 

1587.0 

1.60 

63.50 

1905.0 

0.75 

30.15 

934.6 

0.13 

5.16 

165.1 


223.00 

6514.4 



_ 29.22" 


Average Rainfall 


— 31 — 













Total Watershed Area above Youngstown 



Planimeter 

Total Area 

Area 

Contour Areas 

Sq. In. 

Sq. Mi. 

X Depth 

26" 

0.31+2.78 

3.09 

122.59 

3188 

27" 

3.63+0.01+2.38+0.42 

6.44 

254.75 

6876 

28" 

0.05+2.25+2.34+0.29 

4.93 

195.22 

5467 

29" 

0.19+0.69+2.27+0.20 

3.35 

132.86 

3854 

30" 

0.61+0.17+0.34+0.95+0.79+0.19 

3.05 

120.91 

3628 

31" 

0.76+0.32+0.61+0.14+0.62+0.07 

2.52 

100.11 

3103 

32" 

0.83+0.63+0.12 

1.58 

62.79 

2008 

33" 

0.15+0.22 

0.37 

14.57 

481 


1003.80 28605 


Average Rainfall_28.50" 

The arithmetic mean for 1895 is computed as follows: 

Hiram_30.57 

Garrettsville_32.55 

Warren_29.42 

Colebrook_33.04 

Orangeville_25.38 349.17 

Youngstown_26.83 - = Arithmetic Mean = 29.09" 

Lordstown_26.64 12 

Ellsworth_25.91 

New Waterford_32.22 

Greenhill_26.85 

Canton_29.85 

New Berlin_29.91 

Atwater_ (No record) 


849 JF 

It is theref<^** c evident that in this particular year the use of the mean value 
will gn ro d result about 0.3% too large when applied to the controlled area, 
u.5% too small when applied to the uncontrolled area, and 2.5% too large for the 
entire watershed. The reason is that four large values, — Hiram, Garrettsville, 
Colebrook and New Waterford, are distributed around the edge of the watershed 
and control a very small portion, while in the mean, they count for a third of 
the total value. 


The controlled and uncontrolled areas above Warren are largely influenced 
by the first three of these stations, so there is little error in using the arithmetic 
mean of all the stations for these areas, for which the yields are to be computed. 
However, the yields are computed by months, so an investigation will be made 
by this same method of a typical month in a wet season, one in which observa¬ 
tions are available from practically all the stations. Such a month is September, 
1896. 

The map, with isohyetal lines for this month, is shown on Plate III, and the 
computations follow: 


— 32 — 























J 





































































































. 

















* 





















BARREN 

<2>at 


Ellsworth 


/Atwater 

f o 

\No RECORD) 


Greenhill 

4©4i 


TO ACCOMPANY REPORT OF ALEXANDER POTTER Colebroo 
TO THE CITY OF WARREN. OHIO. 6 ®* >8 ' 

fc.OC 


RANGfVILLE 
' 3060 






STOWH v -^ 






New Berlin 
|OB 5 ___ 


Net) 

,4 ©4-fc 

Wfl terford 


Plate 3. 

MAHONING RIVER WATERSHED 

SHOWING 

RAINFALL CONTOURS SEPTI896 

SCALE 

O I 2 3 4 5 6 7 8 » IO Ml. 

I 1 1 1 1—I i 1—1 I l 





































































































« 
































































































Controlled Area 



Planimeter 

Total Area 


Contour 

Areas 

Sq. In. 

Sq. Mi. 

Area X Depth 

3.50" 



4.00" 

0.26+0.32 

0.58 

23.0 

91.95 

4.50" 

0.62+0.66+6.48 

7.75 

307.3 

1384.50 

5.00" 

0.62+1.35+0.12 

2.09 

82.8 

414.40 

5.50" 

0.62+0.39 

1.01 

40.0 

222.00 

6.00" 

0.32 

0.32 

12.7 

76.15 



11.76 

465.8 

2189.00 


Average Rainfall_4.70" 


Uncontrolled Area (Above Warren) 

Planimeter Total Area 


Contour 

Areas 

Sq. In. 

Sq. Mi. 

Area X Depth 

3.50" 


_ 

_ 

___ _ 

4.00" 

1.19 

1.19 

47.3 

189.2 

4.50" 

3.63 

3.63 

144.0 

648.0 

5.00" 

0.80 

0.80 

31.7 

158.5 

5.50" 


_____ 

_ _ _ _ 

_ _ _ _ 

6.00" 

— 

— 

— 

— 



5.62 

223.0 

995.7 

Averag 

e Rainfall-- - - 



_ -4.47" 


Total Watershed Area above Youngstown 


3.50" 

0.16 

0.16 

6.3 

22.5 

4.00" 

0.26+0.32+3.98 

4.56 

180.7 

722.8 

4.50" 

0.62+0.66+6.48+3.78+4.85 

16.39 

649.6 

2922.0 

5.00" 

0.62+1.35+0.12+0.80 

2.89 

114.5 

572.5 

5.50" 

0.62+0.39 

1.01 

40.0 

220.0 

6.00" 

0.32 

0.32 

12.7 

76.2 



25.33 

1003.8 

4536.0 


Average Rainfall_4.52" 


The arithmetic mean of the observed values on the watershed for this month is: 


Hiram_4.69 

Garrettsville_5.03 

Warren_3.81 

Colebrook_6.08 

Orangeville_3.60 

Y oungstown_4.56 

Lordstown_3.99 

Ellsworth_4.50 

Atwater_No record 

Canton_6.24 

New Berlin_4.85 

Greenhill_4.41 

New Waterford_4.46 


56.22-1-12 

Mean_4.69 


— 33 — 




































f For this month, therefore, the use of the mean will give correct values for 
the’controlled area, about 5% too large for the uncontrolled area, and about 4% 
too large for the total watershed. The reason is the same as before, — the fact 
that the stations of large rainfall, although of considerable weight in the mean, 
are on the edge of the watershed, and affect a relatively small portion, most of 
which is controlled area, hence the agreement between the computed value 
for this area and the arithmetic mean. 

From these results, obtained from a year and a month taken at random 
out of the records, it may be assumed that in computing the yield from the con¬ 
trolled portion of the watershed, the mean value of the rainfall at all stations will 
represent with sufficient accuracy the mean over the controlled area. For the 
uncontrolled area, the mean may give results that are somewhat too large. 

An examination of the records shows that the border stations are uniformly 
higher than those within the watershed, particularly those on the west, near 
the controlled areas, so that the value for the uncontrolled area will probably 
run uniformly less than the mean for all stations. However, the uncontrolled 
area is used in the computations only to determine the yield that may be counted 
upon to help out the dry weather flow from the controlled area. The uncontrolled 
area above Warren alone is considered, and the computed mean, of this portion 
for September, 1896, by the foregoing methods, is 4.47", or about 5% less than 
the mean of all stations. 

Therefore, in the computations that follow, the mean of all stations for which 
records are available will be taken as the mean rainfall for the areas tributary 
to the reservoirs, and also for the uncontrolled area, as the latter does not enter 
largely into the computations, and the resulting discrepancy will be small. 

DISTRIBUTION OF RAINFALL THROUGHOUT YEAR 

The available records extend over thirty-five years. There are scattering 
observations for a number of years before, but these are neither sufficiently 
numerous nor sufficiently continuous to form a basis for computing the yield. 
This period is sufficiently long to give a fair value for the mean annual preci¬ 
pitation and also to contain records not only of the wettest and of the dryest 
years usually encountered, but of the wet and dry cycles of years. From these 
we may also determine the probability of occurrence of still wetter or drier cycles; 
i. e., their probable frequency of appearance. 

On Plate IV is shown a diagram of the mean rainfall by months, the actual 
year most nearly approaching the mean, the wettest year and the driest. These 
diagrams show that the character of the year as to rainfall depends upon the 
precipitation during the middle of the year, as that of the Winter months is 
fairly uniform. 

On the whole, the rainfall is fairly well distributed throughout the year. 
The lowest monthly figures recorded in the 35-year period are 0.33 for March, 
1910, and 0.34 for August, 1894. The highest are 8.37 in March, 1913, and 7.66 
in May, 1892. Moreover, there are only eleven months in the thirty-five years 
in which the recorded precipitation is 1.00 or less, two 0.5" or less, and fifteen of 
6.00" or more, and five of 7.00" or more. The actual distribution of the monthly 


precipitation is, as follows: 

Quantity No. Months 

0 to 1 inch 11 

1 to 2 inches 76 

2 to 3.10 inches (Mean) 154 

(Mean) 3.10 to 4 inches 78 

4 to 5 inches 53 

5 to 6 inches 33 

6 to 7 inches 10 

7 to 8 inches 4 

8 to 9 inches 1 


34 — 


MAHONINQ RIVER WATERSHED, OHIO. 

COMPARATIVE ANNUAL RAINFALLS 

WATER YEAR FROM OEC.1 TO N0V.30 
TO ACCOMPANY REPORT OP ALEXANDER POTTER 
TO THE CITY OF WARREN, OHIO. 

Aft?#/? = 3JO 


Plate4. 




wm. 

u//yyy/wy////n 

wm, 

',3’63%X76\ 

Mm 

ywy/yt. 



MEAN ANNUAL RAINFALL, 37 Z4 
BY MONTHS 
I884- - 1919 


No/ 



Dec. Jan 

1908 


JO,— 


Mar Apr May June Ju/y flay. Jept 

YEAR NEAREST APPROACHING MEAN 
DISTRIBUTION BY MONTHS 
TOTAL RAINFALL = S6-'€> <& 




Dec Jan AeA A/ar Mpr A/ay June Ju/y Day Jey>/ /Jcf MoJ 

18 89 ' IS90 

WETTEST YEAR IN PERIOD I884~l9l9 
BY MONTHS 
TOTAL RAINFALL, 5L5 


Dee Jan JeA Mar s/pr May June Ju/y rfuy. Jepf 0c/ J/oJ 

1894 <895 

DRIEST YEAR IN PERIOD J884-I9I9 
BV MONTHS 

TOTAL RAINFALL, 19". 09 


-1.5' 



















































































































































» 






§£'> ;• v.' 







































































































JPa/o/a///o/V?c/&j &a/nfa// //f /ztcfas 


TO ACCOMPANY REPORT OF ALEXANDER POTTER 
TO TME CITY OF WARREN, O. 


Mahoning Watershed 



FM'TTTTTTTTTTTTTTTITyTTTTTTTTTTll' 



tnTTTTTTTTTT 




^ ^ s s 




The probability of an entire failure"of the rainfall for a period of two or three 
months, therefore, is extremely remote. Table I shows the distribution by months 
for the entire period, and the same information is shown graphically upon Plate V. 

Plate 6. 

MAHONING WATERSHED, OHIO. 

ANNUAL RAINFALL 
1885 - 1919 

COMPUTED FOR WATER YEAR’ 

DEC.I — NOV. 30 

TO ACCOMPANY REPORT OF ALEXANDER POTTER 
TO THE CITY OF WARREN, OHIO. 


5S‘ r 





- 35 — 






































































































































































































































































































































Rainfall—Mahoning Valley Watershed 


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— 36 — 





































TABLE I—Concluded. 


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37 


Mean_ 2.66 2.90 2.56 3.14 3.02 3.65 3.76 3.85 3.41 3.00 2.77 2.52 37.24 3.10 







































DISTRIBUTION OF RAINFALL THROUGHOUT PERIOD 


It is well known that rainfall occurs irregularly, but no law has yet been 
discovered controlling the frequency of occurrence of wet and dry years. 

It is also observed that the wet and dry years do not alternate, but that each 
occurs in cycles of several years’ duration. Plate VI represents the rainfall by 
years, from 1884 to 1919. On account of the peculiarities of the individual years, 
however, it is difficult to determine the tendencies toward cycles of dry or wet 
years. 

The method of progressive means is therefore used in plotting Plate VII. 
In this figure there is plotted for each year the mean of the rainfall for that year, 
the year preceding and the year following. The curve is thus smoothed down so 
that its general trend may be studied. 

PLATE 7. 

MAHONING WATERSHED. OHIO. 

RAINFALLFROM 1885 TO 1919 ~ PROGRESSIVE MEANS 



COMPUTCD FOR WATER YEAR DtC.lTO NoV. 30 



/885 

/886 

/as/ 

/888 

1889 

/890 

/89/ 

/892 

/89J 

/894 

/8?S 

/896 

J89/ 


35.Z4 
43.57 
33.33 
39-29 
38 84 

4/4/ 
3700 
36 09 
3294 
33 67 
36/0 


/896 

/897 

/898 

/899 

7900 

/90/ 

/902 

7903 

/904 

/90S 

7906 

/967 

/900 


y> 4/./3 

C> 30.4/ 

Q 3/3/ 

Q 3460 

3 > 36 /0 
'S 3863 
?S 39 67 

V> 40.99 
Q 38 64 
Q> 38.83 

^36.77 


7907 

/900 

/909 

19/0 

/9// 

19/2 

/9/3 

/9/4 

/9/5 

79/6 

/.9/7 

/9/8 

/9/9 


\ 37-05 
Q> 35.56 
6 38.97 
L> 4/ 0/ 
f> 42 92 
f> 394' 
rS 36 62 
*> 3446 
5489 
5 34/6 
y 35.49 


The peaks and depressions in this curve are very clearly marked, and show 
that dry and wet cycles alternate at intervals of seven to eight years, and that 
extremes of either case occur about once in the period covered by the records, 
thirty-five years. By the use of a probability curve (not shown here) the fre¬ 
quency with which even drier periods may be expected, is readily determined. 
The object of such an investigation is to ascertain the greatest load that is liable 
to be placed upon the reservoir system, and to determine the storage capacity 
required to keep up the flow during the driest times. 

An examination of the chart, Plate V, shows five dry periods, 1886-89, 
1894-95, 1899-1902, 1908-1910 and 1914-1918. Of these, the period 1899-1902 
comprises four years below the mean, but gradually increasing with each year 
and both preceded and followed by a year of heavy precipitation. It is not 


— 38 — 











































believed that these conditions will cause the heaviest drain upon the reservoirs. 
Similarly, the period 1908-1910 comprises three years below the mean, but not 
so low as in other periods, and the two lowest years are followed by a year of 
nearly normal rainfall. 

The three other low periods will require more detailed investigation. First, the 
mean yearly rainfall for each of the three periods is, as follows: 

1886-1889 — 32.88" 

1894-1895 — 30.28" 

1914-1918 — 34.28" 

Second, the first and last periods are preceded by good years, the second by one 
very little above the mean. All are followed by wet years, the first by an ex¬ 
ceedingly wet year, the last by one not much above the mean. 

So far, therefore, the period 1894-1895 appears to be the most severe, having 
the lowest mean annual precipitation, and being preceded and followed by years 
of only fair rainfall. The only point in its favor appears to be its short duration, 
two years, instead of four or five as in the case of the others. 

However, the true test lies in the storage system. That period will be the 
worst which yields the least water to storage and draws most heavily upon 
water previously stored. 

In the last period, the longest interval in which the monthly rainfall is below 
the mean is ten months—July, 1916-April, 1917. Plate V. 

The next longest interval is five months—November, 1917-March, 1918. 
This makes the year 1917 a particularly bad one, as the rainfall occurs prin¬ 
cipally during the Summer, when the evaporation is high and a smaller percentage 
of the total is saved for storage. Again, the replenishing rains at the end of both 
1916 and 1917 are almost entirely lacking, so the year 1917 is liable to start 
with the drafts of 1916 not as yet made good, and with the prospects poor for 
replenishing during or at the end of the year. 

In both 1894 and 1895 the Summer rains are light and the replenishing rains 
good, except at the beginning of 1894. From inspection, it appears that the 
year 1895, although the lowest of the 35-year cycle, and preceded by another 
very low year, is better for storage purposes than 1917. 

In the series 1886-1889 there are good replenishing rains between 1886 and 

1887, but none thereafter until 1890. For eleven months, July, 1887-May, 

1888, the monthly precipitation is below the mean, and the year 1887 ends with 
the storage drawn down and very little replenishment. In 1888 the rains were 
almost entirely during the Summer, permitting no great amount of storage, 
if any, and some, though not large, replenishment at the end of the year. The 
year 1889, although of very low total precipitation, will probably start with full 
storage and is followed by the wettest year of the series, so this year is not be¬ 
lieved to be critical. 

From a detailed examination of the rainfall by months, Plate V, therefore, 
it is assumed that the years, 1887-1888 would have imposed the severest test upon 
the storage system. The yields, however, for the entire six-year period, 1885-1890, 
will be computed and the effect upon the storage determined. 

RUN OFF 

Run-off may be defined as that portion of the precipitation which appears 
as stream-flow after the various losses have been deducted. 

Of the total rainfall that reaches the -arth: 

1. A portion runs over the surface of the ground and directly into the streams, 
forming the flood flow of the latter. 

2. A second portion is evaporated directly from the moist earth, from sur¬ 
face pools and from the leaves of vegetation. 

3. A third portion sinks into the ground. 


— 39 — 


Of this latter portion, some sinks deeply into the earth and is lost by under¬ 
ground channels to other watersheds, etc. This amount, however, is small and 
may be neglected. Another part, large in the growing season, is taken from 
the earth by the roots of plants and drawn up into the leaves, from which it 
transpires or is evaporated into the air. Part of the water so taken up enters 
into the structure of the plants and is lost, but this amount is small. A third 
part of that which sinks into the ground is held in storage in the voids and 
crevices of the soil and rock, to be later released as springs and as underground 
flow to the streams. 

It is this diffused seepage that maintains the flow of the streams long after 
the direct effect of the rain water flowing over the surface of the ground has 
ceased. In the eastern part of the United States, with an average rainfall of 
45 inches, from 5 to 6 inches of the rainfall annually joins the underground 
water only to appear again as stream flow. 

In general, the contour of the land bears a more or less fixed relation to the 
water contour; therefore, the underground water feeds the water courses in the 
same manner as the flood waters. 

RUN-OFF EQUALS DIFFERENCE BETWEEN RAINFALL AND LOSSES 

Run-off, therefore, is composed of two parts: 

First, that which reaches the stream by direct flow over the surface of the 
ground, classified as flood flow, and 

Second, that which is stored in the ground as a result of previous rains and 
released gradually to the streams. 

The first of these often does great damage, and is largely a loss to any system 
of water supply, owing to the difficulty of impounding so large a quantity. 
The second, which we may call natural storage, is the main feeder of the streams 
in dry weather and has the beneficial effect of regulating the stream flow, fur¬ 
nishing a source of supply in times of little or no rainfall, thus reducing the amount 
of artificial storage required. 

We have seen that the total rainfall is accounted for by that which runs off 
in the manner described and that which is lost to the streams on account of 
evaporation, transpiration, or deep seepage. This last is small enough to be 
negligible. It may be said, therefore, that the run-off is equal to precipitation 
less the losses. If, therefore, these losses be determined with fair accuracy, 
the precipitation being known from rainfall records, the difference will be the 
amount which may be expected to appear in the stream as run-off. 

RUN-OFF NOT A FIXED PERCENTAGE OF THE RAINFALL 

Run-off is usually expressed as a fixed percentage of the rainfall. In expressing 
this percentage in any particular case, consideration is given to the topography 
of the drainage basin, as well as to its physical features and surface conditions. 
Run-off is in fact a fixed percentage of the rainfall for years of about equal 
precipitation, but in years of varying rainfall, the discrepancies are liable to be 
large. In view of the assumption, well supported by observation, that the run¬ 
off is that portion of the precipitation which appears in the stream after certain 
losses or demands have been deducted, the fixed percentage theory is entirely 
at fault. These losses include the demands of growing vegetation and evaporation 
from the ground or water surface, and must be met before any considerable 
run-off occurs. Thus in one case the rainfall, 30", may be barely enough to supply 
the demand, say 26", with a run-off of 4", while in another year an increase of, 
say 20%, to 36" may increase the run-off 100%, or to 8". In the first case the 
run-off is 13.33% of the rainfall; in the latter, 22.2%. 

Again, if the studies deal with smaller periods than a year the discrepancies 
are still more marked. Since almost all engineering investigations must consider 


— 40 — 


shorter periods than a year, the unsuitability of this method becomes all the more 
apparent. 

In many months of fair rainfall, stream-flow is very low indeed. Again, 
there are some months in which the rainfall is very small,—does not equal the 
evaporation. In fact, there are some months in which the stream flow may be 
considerable, even equal to or greater than the rainfall. This is of course due 
to diffused seepage of ground water, but it shows the impracticability of esti¬ 
mating the run-off as a fixed percentage of the precipitation, for the identical 
time interval. 

An attempt to establish a fixed ratio between the monthly records for the 
Mahoning River watershed with stream gaugings at Youngstown for the years 
1903-1906 gave run-off percentages ranging from 3.6% to 137.5%. Attempts to 
vary the percentages for the same amount of rainfall in the different months 
fail to show any uniform results. 

It is evident, therefore, that any attempt at computing run-off must be based 
upon some more logical method. We turn, therefore, to the proposition developed 
under the last heading, viz.: The Run-off is equal to the Precipitation less 
the Losses. Knowing the rainfall, it becomes a question of determining the 
losses. 

LOSSES 

The losses mentioned earlier include: 

1. Deep seepage. 

2. Transpiration. 

3. Evaporation. 

Deep Seepage. 

Of the water which is absorbed by the soil, a small portion percolates deep 
into the ground and is lost, and some may follow underground channels into 
adjacent watersheds and be lost to that upon which it falls. As stated in a pre¬ 
vious part of this Report, it is generally conceded that the total of these amounts 
however, is small, and no great error will occur in neglecting it in the computations. 

Transpiration 

A large quantity of water is taken up by the roots of growing plants, rises to 
the leaves and is thence evaporated into the air. A small amount which is 
thus taken up becomes a part of the plant structure, but this quantity is also 
negligible in the computations. 

Transpiration is greatest during the growing season. Cereals require about 
fifteen inches of water during a season and grasses about thirty-seven inches. 
These requirements are practically independent of the amount of rainfall and 
must be satisfied before any of the latter is available for stream flow from under¬ 
ground sources. If, therefore, the ground were covered with crops of grain and 
thick grasses, there would be practically no water left for the streams during 
the summer. 

Evaporation is controlled by the capacity of the air for moisture, i. e., by 
its vapor content and its temperature. Hence the water transpired from vege¬ 
tation would, in the absence of plants, be absorbed directly from the earth. 
For all practical purposes, therefore, transpiration may be classed as evaporation, 
with the temperature as the greatest single factor controlling it. It is conse¬ 
quently greatest during the summer, when the temperature is highest. 

Evaporation 

Evaporation for the purpose of our discussion may be defined as the process 
of returning to the atmosphere as vapor, the water which has come down to 
the earth as rainfall. 


— 41 — 


Evaporation is of three kinds: 

1. Transpiration from plants. 

2. Evaporation from water surfaces. 

3. Evaporation from the ground. 

EVAPORATION FROM WATER SURFACES 

Transpiration from plants has already been discussed. 

Evaporation from water surfaces is affected by a number of factors; tem¬ 
perature, exposure to sunlight, wind movement, vapor tension, altitude, bar¬ 
ometric pressure, etc. 

Temperature is probably the greatest single factor, although it is subject 
to such frequent and sudden variations. Evaporation is affected by other fac¬ 
tors to such an extent that little if any constant relation between temperature 
and evaporation records appear to exist. In the long run, however, these other 
effects are smoothed out and a fairly close relation between mean monthly 
temperature and mean monthly evaporation is seen to exist. The effects of 
shade and sunlight are simply those of a reduction or increase in the temperature 
of the air in contact with the water. 

Wind is an active factor, in that it is constantly removing the saturated air 
from contact with the water surface and replacing it by air capable of absorbing 
more vapor. The wind velocity is the controlling factor. The wind also ruffles 
the water surface into waves, thus increasing the area exposed to the air, causing 
a corresponding increase in evaporation. 

The vapor tension is also important. If that due to the temperature of the 
water surface is in excess of that in the adjacent layer of air, evaporation will 
take place. If the conditions are reversed, moisture will be condensed from the air 
and there will be no evaporation. As vapor tension depends upon the temper¬ 
ature of the water and the dew point temperature of the air, and as these tem¬ 
peratures are undergoing constant changes, the exact relation between vapor 
tension and evaporation is difficult of determination. In the long run the prin¬ 
cipal factor is probably the mean temperature. 

An increase in altitude, or a decrease of pressure, will increase the evaporation. 
As higher altitudes are reached, however, the temperature lowers to such an ex¬ 
tent that its retarding effect upon evaporation counteracts the effect of the de¬ 
crease in pressure. The actual evaporation at high altitudes is, therefore, usually 
less than at sea level. 

Evaporation from water surfaces is also affected by certain physical consider¬ 
ations, principally the size and depth of the reservoir and the presence of vege¬ 
tation. In a small reservoir, or in a shallow one, evaporation will be greater than 
in a large, deep one, and the plants cause an additional loss through transpira¬ 
tion. 


EVAPORATION FROM THE LAND 

Evaporation from the land surfaces depends principally upon the temper¬ 
ature and the amount of rainfall, and also upon such factors as the depth and 
nature of the soil, its underdrainage, and the condition of its surface, whether 
bare, cultivated or covered with vegetation. 

As from water surfaces, evaporation from the land increases with the mean 
temperature. The quantity, however, is not so great as from an equal water 
surface. Evaporation increases with the rainfall, as the ground becomes more 
saturated, and remains so for longer intervals. 

Cultivation, without crops, will decrease evaporation, as the rain is absorbed 
more quickly and does not lie in pools upon the surface. 

Evaporation will be greater from sod than from bare soil, owing to the trans¬ 
piration from the grass. 

A deep soil will lose more by evaporation than a shallow soil, both being 
underdrained, as the water stored in the soil is drawn to the surface by capillary 
action, and the deeper soil furnishes the greater supply. 


— 42 — 


SUMMARY OF LOSSES 

As has been stated, losses by deep percolation and by permanent retention 
by plants are small, so small as compared with the total that they may be entirely 
neglected. This leaves for consideration transpiration and evaporation from water 
and land surfaces. Transpiration has been shown to be a form of evaporation. 
The total appreciable losses may thus be classed under evaporation, varying 
principally with the mean temperature and the rainfall itself. 

The greatest single factor in evaporation from water is temperature, and that 
from the land depends upon the temperature and also upon the moisture in the 
soil, i. e., the amount of rainfall. 

The water which falls as precipitation, therefore, may be divided into two 
classes: that which is evaporated and that which eventually finds its way into 
the stream. These we may call evaporation and run-off, and their sum is very 
nearly equal to the total rainfall. 

SEASONAL DISTRIBUTION OF EVAPORATION 

In the report of the State Geologist of New Jersey upon Water Supply, Vol. 
Ill, 1894, Mr. C. C. Vermeule discusses very thoroughly the subjects of rain¬ 
fall, evaporation, ground storage and stream flow. As a guide to the seasonal 
distribution of evaporation, he publishes the following table from observations 
made at Boston for a period of sixteen years, 1875-1890. The values given are 
means which, however, show little variation from the actual values for any one 
year. 

EVAPORATION FROM WATER SURFACE AT BOSTON, 1875- 1890 


Months 

Mean 

Evap. 

Jan. 

Feb. 

Mar. 

Apr. 

May 

June 

July 

Aug. 

Sept. 

Oct. 

Nov. 

Dec. 

Total 

inches 

Percent 

0.96 

1.05 

1.70 

2.97 

4.46 

5.54 

5.98 

5.50 

4.12 

3.46 

2.25 

1.51 

39.5 

of Total 

2.43 

2.66 

4.31 

7.52 

11.29 

14.02 

15.14 

13.92 

10.43 

8.76 

5.70 

3.82 100.0 


There is also given a table of mean evaporation from short and from long 
grasses for eight years each, as observed at Emdrup, Germany. 


Months Jan. Feb. Mar. 

Apr. 

May 

June 

July 

Aug. 

Sept. 

Oct. 

Nov. 

Dec. 

Total 

Short 

Grasses 

1852-59 0.7 

0.8 

1.2 

2.6 

4.1 

5.5 

5.2 

4.7 

2.8 

1.3 

0.7 

0.5 

30.1 

Long 

Grasses, 

1849-56 0.9 

0.6 

1.4 

2.6 

4.7 

6.7 

9.3 

7.9 

5.2 

2.9 

1.3 

0.5 

44.0 

Mean 0.8 

0.7 

1.3 

2.6 

4.4 

6.1 

7.3 

6.3 

4.0 

2.1 

1.0 

0.5 

37.1 

Percentage 
of Total 2 2 

1 9 

3.5 

7.0 

11.0 

16.4 

19.7 

17.0 

10.8 

5.7 

2.7 

1.3 

100.0 

Monthly Distribution of 

TABLE I-A 

an Annual Evaporation 

of Forty Inches. 

Months Dec. 

Jan. 

Feb. 

Mar. 

Apr. 

May 

June 

July 

Aug. 

Sept. 

Oct. 

Nov. 

Total 

Percentage 3.82 

2.43 

2.66 

4.31 

7.52 

11.29 

14.02 

15.14 

13.92 

10.43 

8.76 

5.70 

100.0 

Evaporation 
Inches_ 1.53 

0.97 

1.06 

1.72 

3.01 

4.51 

5.62 

6.06 

5.57 

4.17 

3.50 

2.28 

40.0 

Loss in Month 
Mil. Gals. 681 

432 

472 

766 

1340 

2007 

2500 

2696 

2478 

1856 

1557 

1015 

17800 


— 43 — 















Mr. Vermeule arranges the water year from December 1st to November 30th 
of the following calendar year. This is on account of the possibility that December 
precipitation, as snow or ice, may be dormant until the spring thaw and thus 
become a part of the stream flow of the following year. 

The year, as thus arranged, is divided into two periods of six months each, 
one from December 1st to May 31st, in which the evaporation is rather small, 
and varies to a very small extent with the amount of precipitation; the other, 
from June 1st to November 30th, in which the evaporation is large and increases 
considerably with the rainfall. 

By an analysis of a number of stream gaugings, together with simultaneous 
rainfall records over their watersheds, the mean evaporation for these streams 
was determined. In accordance with the principles discussed before, evapora¬ 
tion was assumed equal to the rainfall less the run-off or stream flow. 

E = R - F. 

The results gave the following formula for determining evaporation: 

E = (11 + 0.29R)K 

in which E = Annual evaporation from watershed in inches; 

R = Rainfall for year in inches; 

K = a factor depending upon the mean annual temperature, =1.0 for 48° = 
1.07 for 50°. 

Note—This is a correction of his original formula published by Mr. Vermeule 
in the Report of the State Geologist of New Jersey on Forests, 1899. 

For the two divisions of the year mentioned above, observations show the 
evaporations to be distributed about as follows: 

December to May, Ei = 3.00 + 0.22R. 

June to November, E 2 = 8.00 + 0.36R. 

Total year, E = 11.00 + 0.29R. 

In apportioning this evaporation among the months, it was found that during 
the first period the distribution shown by the comparative gaugings and rain¬ 
fall records followed approximately the ratios of evaporation from a water 
surface, and for the second period, when transpiration is active, it appeared 
to follow the mean ratios for long and short grasses. 

If e be taken as the monthly evaporation and r the monthly rainfall, then the 
monthly distribution, according to the foregoing, will be about as follows, 
allowing some adjustment near the ends of the periods: 


December 

e = ( .30 + .18r)K 

January 

e = ( .19 T .18r)K 

February 

e = ( .21 + .18r)K 

March 

e = ( .34 + .18r)K 

April 

e = ( .62 T- .18r)K 

May 

e = (1.33 + .36r)K 

June 

e = (1.77 + .45r)K 

July 

e = (2.13 + .56r)K 

August 

e = (1.86 -f .45r)K 

September 

e = (1.16 + .36r)K 

October 

e = ( .62 + .22r)K 

November 

e = ( .47 + .18r)K 

Total 

E = (11.00+0.29R)K 


These are not the figures of monthly evaporation published by Mr. Vermeule, 
but are computed from his corrected formula of a later date. 

Knowing the rainfall by months, and the mean annual temperature, the 
monthly evaporation may thus be computed. The same value for the mean 


— 44 — 





temperature factor is used for each month, as the monthly variations are taken 
into account by the coefficients used. 

The monthly evaporation once computed, therefore, it would seem a simple 
matter to deduct this from the rainfall and obtain the monthly stream flow. 
This method may actually be used to obtain the annual run-off, but in computing 
the flow by months, as must be done in question of storage, the problem is com¬ 
plicated by considerations of ground storage. 

GROUND STORAGE 

In the previous discussion of rainfall and its ultimate disposition, it was 
stated that a portion of the water which falls sinks into the ground and is stored 
in voids and crevices of the soil and rocks, appearing in springs and stream flow 
in times of light rainfall. 

Sometime during the winter, if the fall and winter precipitation has been 
sufficient, the ground becomes saturated with water, i. e., the voids and crevices 
are filled to a considerable depth, and the amount of storage there effected is 
enormous. The quantity of water that can be held and yielded up by various 
soils has been estimated in percentages of an equal volume of water as follows:— 

Gravel and sand mixed_20 — 25% 

Marl__10 — 20% 

Clay_ _8 — 15% 

Sandstone, limestone and chalk_ 10 — 20% 

Even the so-called impervious rocks such as those of igneous origin, have num¬ 
erous crevices and cracks that receive and store the water. 

It is thus seen that the available storage in 35-45 inches of gravel, 45-90 inches 
of marl, 60-120 inches of clay, or 45-90 inches of sandstone, limestones, and chalk, 
will amount to about 9 inches of rainfall over the watershed, and if the water- 
table be drawn down by these amounts, the resulting yield to the streams should 
be equivalent to a run-off of 9 inches. 

Not all of this ground water, however, appears as run-off. This is the reser¬ 
voir which is heavily drawn upon by vegetation during the growing season just 
when the demands are heaviest for feeding the streams. Water taken up by 
vegetation becomes eventually transpiration, as we have seen. The yield to 
the streams nevertheless is very large and very efficacious in keeping up their 
flow in dry weather. 

When the ground water reservoir is full and evaporation is light as in the winter 
or early spring, a heavy rain will run off to the streams directly over the ground 
surface, and the resulting rapid concentrations will produce heavy floods. When, 
on the other hand, the watertable is drawn down by stream flow or transpiration, 
as in midsummer, or early fall, even very heavy rains will produce little or no 
effect upon the streams. The water which falls is absorbed by the dried earth at 
the surface and may not even penetrate to the level of the watertable to increase 
the head and consequently the flow of ground water. 

Except in very dry weather, the ground water reservoir starts full after the 
winter and early spring rains. As long as the demands of plant life, evaporation 
and stream flow are met by the rainfall it stays full. When, however, the demands 
exceed the supply, the latter becomes insufficient, and the streams are lowered 
and the head on the ground water begins to force out that water stored above 
the new stream level. Some of this flow appears as visible springs, but most of 
it is fed invisibly into the streams along their courses by underground channels 
or seepage through the earth or rock. 

Usually, therefore, there is a marked depletion of the ground water by the end 
of the summer, and this must be made good by the fall rains before the stream 
flow is materially increased. It therefore. frequently happens that during the 
fall months the flow is less than the difference between rainfall and evaporation. 
The apparent loss is of course due to that water which has gone into the ground 
to replenish the storage depleted during the summer. The storage and depletion 


— 45 — 






is not the same over the watershed,depending upon the material, as has been shown. 
It is, however, expressed as an average for the catchment area and in terms of an 
equivalent number of inches of rainfall, i. e., as so many inches yield or deple¬ 
tion over the watershed. 

On various watersheds it has been determined that a yield of as much as 
8 or 9 inches in a year may be expected from the ground storage. As this storage 
is exhausted however, and the w r atertable lowers, the rate of flow contributed 
from storage diminishes from an equivalent run-off of about 2 inches per month 
to 0.1 inch per month or less. The rate decreases rapidly at first and more slow¬ 
ly as the depletion continues, until a total depletion of four or five inches is reached, 
when the smaller rate is maintaines without further decrease. This is due to 
the lowering of the watertable until the head, tending to force out the ground 
water, becomes about equal to the friction of the soils through which it finds its 
way to the streams, so that hydraulic equilibrium is attained. 

CONSTRUCTION OF GROUND STORAGE CURVE 

As each stream and its watershed constitutes a problem in itself, its own 
peculiarities of ground storage must be studied before the flow from month 
to month may be computed. This is best done by a comparison of actual ob¬ 
served rainfall and run-off records during the dry season when the ground storage 
enters actively into the problem. 

ANALYSIS OF GAUGINGS AT YOUNGSTOWN 

Two sets of gaugings of the Mahoning River are available. One made by the 
U. S. Geological Survey covers the period from June 1903 to July 1906 inclusive. 
The station was established at a bridge about two miles below the center of 
Youngstown, a gauge installed, and daily readings taken for the three years. 
Several gaugings determined a rating table for the station by means of which 
the daily rates of flow may be determined from the observed gauge heights. 
These heights, together with the rating table, etc, are published in the Water 
Supply Papers Nos. 98, 128, 169 and 205. Table II is the rating table for this 
station. 

The second set of gaugings were taken by the City of Youngstown during the 
construction of Milton Dam. A weir was constructed at Pricetown, about a 
mile below the dam, and a reading was taken of the height over the crest once 
and sometimes oftener each day. After the reservoir began to fill, a record was 
also kept of the levels inside. From a rating curve of the weir, copied from the 
records of the City Engineer of Youngstown, the rates of flow over the weir may 
be determined from the gauge heights. From the levels inside the reservoir 
the storage accumulating from day to day may be computed and added to the 
discharge over the w r eir to give the flow of the river. 

Owing to the difficulty of making this correction, however, and of obtaining a 
mean daily flow from observations taken at odd times, and to apparent inaccura¬ 
cies in the readings, especially when ice conditions prevailed, it has not been 
practicable so far to obtain concordant results from these observations. 

The determinations of flow, therefore, are made from the gaugings of the 
U. S. Geological Survey. The rating table (Table II) enables us to obtain the 
daily rate of discharge from the daily gauge heights. The mean of these for the 
month is then determined in second feet, and this, divided by the square miles 
in the watershed, gives the mean discharge for the month in second feet per 
square mile. Dividing this by the number of square feet in a square mile, and 
multiplying by the number of seconds in a day, by the number of days in a month, 
and by 12, gives the run-ofF in inches depth over the watershed. In Table III 
this has been done in detail for the portion of 1903 covered by the gaugings. 
For the other years these figures are worked out and published with the record 
of gauge heights, and so may be used directly from the reports. 


— 46 — 


TABLE II 

U. S. Geol. Survey Rating Table 
Mahoning River at Youngstown, Ohio. 
May 23, 1903 — Dec. 31, 1904 


Gauge 

Height 

Feet 

Discharge 

Second- 

Feet 

Gauge 

Height 

Feet 

Discharge 

Second 

Feet 

0.5 

8 

3.4 

1850 

0.6 

52 

3.6 

2010 

0.7 

98 

3.8 

2190 

0.8 

146 

4.0 

2390 

0.9 

195 

4.2 

2610 

1.0 

245 

4.4 

2830 

1.1 

295 

4.6 

3070 

1.2 

345 

4.8 

3310 

1.3 

395 

5.0 

3550 

1.4 

450 

5.5 

4200 

1.5 

510 

6.0 

4870 

1.6 

570 

6.5 

5620 

1.7 

630 

7.0 

6420 

1.8 

690 

7.5 

7270 

1.9 

750 

8.0 

8140 

2.0 

810 

8.5 

9100 

2.1 

880 

9.0 

10120 

2.2 

950 

9.5 

11170 

2.3 

1020 

10.0 

12240 

2.4 

1090 

10.5 

13400 

2.5 

1160 

11.0 

14600 

2.6 

1230 

11.5 

15800 

2.7 

1300 

12.0 

17000 

2.8 

1370 

13.0 

19400 

2.9 

1450 

14.0 

21800 

3.0 

1530 

15.0 

24200 

3.2 

1690 

_ 

_ _ _ _ . 


Note—This table was changed in 1905 and again in 1906. 


— 47 — 


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— 48 — 


Total Forward.. 3745 2349 4022 8924 5734 2756 2681 
































TABLE III—Concluded 


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— 49 — 


Gauge Height expressed in feet 
Discharge in cubic feet per second 
Gauge readings below 0.90 feet are unreliable 
















































MAHONING RIVER 


Comparison of Rainfall and Run-off, 1903-1906 
From Gaugings of United States Geological Survey at Youngstown 


Month 


TABLE IV 

E=R-F E 

R F Percent Apparent Computed 

Rainfall Run-off of Evap- Evap- Diff. 
Inches Inches Run-off oration oration Inches 


1903—June_ . 

_ 4.72 

0.29 

6.1 

4.43 

4.16 

-0.27 

July- 

_ 5.06 

0.35 

6.9 

4.71 

5.31 

-F0.60 

Aug- 

_ 5.99 

1.02 

17.0 

4.97 

4.88 

-0.09 

Sept— . 

_ 1.19 

0.26 

21.8 

0.93 

1.70 

+0.77 

Oct._ _. 

_ 3.25 

0.29 

8.9 

2.96 

1.42 

-1.54 

Nov_ . 

_ 2.52 

0.38 

15.0 

2.14 

0.98 

-1.16 

Dec_ 

_ 2.04 

0.34 

16.7 

1.70 

0.72 

-0.98 

1904—Jan_ 

_ 4.60 

3.97 

86.3 

0.63 

1.09 

+0.46 

Feb_ 

_ 3.30 

1.88 

57.0 

1.42 

0.86 

-0.56 

Mar_ 

_ 4.82 

5.68 

117.8 

-0.86 

1.29 

+2.15 

Apr- 

_ 4.95 

3.05 

61.6 

1.90 

1.62 

-0.28 

May__ 

_ 5.10 

2.35 

46.1 

2.75 

3.39 

+0.64 

June... - 

_ 2.89 

1.96 

67.8 

0.93 

3.29 

+2.36 

July- 

_ 4.39 

0.37 

8.4 

4.02 

4.86 

+0.84 

Aug- 

_ 3.44 

0.28 

8.1 

3.16 

3.65 

+ 0.49 

Sept- 

_ 1.38 

0.08 

5.8 

1.30 

1.78 

+0.48 

Oct. 

_ 1.37 

0.05 

3.6 

1.32 

0.99 

-0.33 

Nov. 

_ 0.89 

0.09 

10.1 

0.80 

0.67 

-0.13 

Total Year. _ _. _. 

_ 39.17 

20.10 

51.3 

19.07 

24.21 

+5.14 

Dec- 

_ 2.11 

0.27 

12.8 

1.84 

0.73 

-1.11 

1905—Jan_ 

_ 1.69 

0.49 

29.0 

1.20 

0.53 

-0.67 

Feb_ 

_ 1.37 

0.34 

24.8 

1.03 

0.49 

-0.54 

Mar_ 

_ 2.90 

3.99 

137.5 

-1.09 

0.92 

+2.01 

Apr_ 

_ 2.63 

0.88 

33.5 

1.75 

1.17 

-0.58 

May. _ 

_ 4.06 

0.94 

23.1 

3.12 

2.19 

-0.93 

June. - 

_ 5.89 

1.23 

20.9 

4.66 

4.73 

+0.07 

July- 

_ 5.59 

1.63 

29.2 

3.96 

5.63 

+ 1.67 

Aug- 

_ 5.33 

1.21 

22.7 

4.12 

4.56 

+0.44 

Sept. 

_ 3.68 

0.88 

23.9 

2.80 

2.65 

-0.15 

Oct— _ 

_ 3.34 

0.61 

18.3 

2.73 

1.45 

-1.28 

Nov. . _ 

_ 2.35 

0.96 

40.9 

1.39 

0.95 

-0.44 

Total Year . 

_ 40.94 

13.43 

22.8 

27.51 

26.00 

-1.51 

Dec- 

_ 1.99 

1.76 

88.4 

0.23 

0.71 

+0.48 

1906—Jan. 

_ 1.41 

1.35 

95.7 

0.06 

0.47 

+ 0.41 

Feb_ 

_ 0.90 

0.50 

55.6 

0.40 

0.40 

0.00 

Mar_ 

_ 3.32 

3.08 

92.8 

0.24 

1.01 

+0.77 

Apr_ 

_ 1.99 

1.26 

63.3 

0.73 

1.05 

+0.32 

May_ . 

_ 2.23 

0.66 

29.6 

1.57 

2.29 

+0.72 

June- 

_ 3.08 

0.19 

6.2 

2.89 

3.38 

+0.49 

July- 

_ 5.12 

0.20 

3.9 

4.92 

5.35 

+0.43 


— 50 — 













































Table IV is now prepared, showing the relations between the rainfall and 
run-off during the period covered by the gaugings. For all practical purposes 
the difference between these two should give the evaporation, under which head¬ 
ing all the losses that affect the problem seriously are grouped. In a parallel 
column is shown the evaporation as computed by Vermeule’s formula, as given 
previously. 

Upon comparing the evaporation with the computed values, it appears that 
the results are entirely discordant. However, if the yearly totals be compared 
for the two complete years which are available, an agreement of some sort is 
seen, especially for the year December 1904-November 1905. Even such an 
agreement, however, need not occur or be expected to occur. 

The difference is made up by the ground storage. In some months water is 
drawn from this storage and appears as run-off in the streams. The evaporation 
computed as the difference between rainfall and flow (apparent evaporation) 
would be too small in these months as the flow used is greater than due to rain¬ 
fall alone. Again, in other months, part of the rainfall goes into the ground to 
make good past depletions, and the difference between rainfall and actual flow 
will be too great, as the flow used is that due to only a portion of the rainfall. 

In the former case the computed evaporation would be greater, in the second 
case less, than the apparent evaporation. When a plus appears in the last 
column of Table IV therefore the ground storage is being depleted to feed the 
streams, and similarly, a minus indicates replenishment of the ground water. 
When the last column is zero, the rainfall is just equal to the demand, i. e., 
flow plus evaporation, and no water is going into or being drawn from the ground 
storage, hence the latter is just full. 

RECORDS AFFECTED BY RETARDED PRECIPITATION 

In such months as March of 1904 and 1905, a large amount of the precipita¬ 
tion of the previous winter, which has been stored upon the watershed as snow 
and ice, is released by spring thaws and appears as run-off. The flow in these 
months is larger than the rainfall, and the apparent evaporation is a minus 
quantity. 

YEARLY DISCREPANCIES MAY BE DUE TO CONDITION OF GROUND 

STORAGE 

The yearly discrepancies may be due to the carrying over of a deficit in ground 
water from one year to another. For instance, take a watershed whose annual 
rainfall is 40 inches and the normal run-off 20 inches, and whose ground stor¬ 
age will yield 5 inches of flow to the stream. Now if the year begins with the 
ground water fully depleted and ends with it full, the yield will be the normal 
flow less that which has gone into storage or 20 — 5 = 15 inches. If, on the other 
hand, the year start with full ground water and end with it depleted, the total 
yield will be the normal flow plus that which has been drawn from storage or 
20 + 5 = 25 inches. In the one case the run-off is 37.5%, in the other case 62.5% 
of the rainfall. Other irregularities are due to rainfall occurring so late in a 
month that its effects upon the run-off are carried over into the next, etc. 
The use of the ground storage curve, however, averages such small discrepancies, 
and enables us to compute with fair accuracy the stream flow resulting from given 
rainfall. 


ILLUSTRATION 

Now in August, 1903, Table IV, the ground water must be nearly full, as 
shown by a close agreement between the apparent and computed evaporation. 
The chart of monthly rainfall, Plate 5, confirms this, showing the early part of 
1903 to be exceptionally wet up to and including August, so that large demands 


— 51 — 


upon the ground water are unlikely. In September, however, the rainfall dropped 
and a draft upon the ground storage was made, as shown by the plus in the last 
column of Table IV. In October the monthly precipitation was above the 
mean and some replenishment occurred, also during November and December, 
when although rainfall was rather light, it was greater than the combined flow 
and computed evaporation. In January it appears that water is being drawn from 
storage. What actually happened is probably that considerable of the precipi¬ 
tation ran off over the frozen ground to the stream, increasing the flow and thus 
reducing the apparent evaporation below the computed value. In February it 
appears that water is going into the ground storage. Actually, it is probably 
being retained upon the watershed as snow or ice. A portion of the retention 
in December may be due to this same cause. 

In March the thaws release the frozen precipitation and the stream flow is 
greater than the rainfall, so the apparent evaporation is negative. The ground 
water reservoir is nearly full in April but is being drawn upon during the remainder 
of the year up to October, when replenishment commences again and the cycle 
is complete. 

It is evident, therefore, that the apparent and computed values of evaporation 
will agree only when the ground water storage is full, and its behavior can be 
determined only by the construction of a storage curve for each individual 
watershed, during a fairly dry period when this storage comes actively into play, 
and during which period gaugings are available by means of which the apparent 
and computed evaporation may be compared. 


CONSTRUCTION OF CURVE 

The purpose of such a curve is to show the relation between storage and flow 
i. e., between the given flow and the depletion effected thereby. This curve must 
therefore be constructed with the aid of gaugings, showing how this relation 
has actually operated in maintaining the flow of the stream. 

Table V is therefore constructed with data from Table IV, for the period 
covered by the gaugings. The first columns are taken directly from the latter 
table and the columns headed “Total Supply” and “Total Draft” comprise 
a running total of these items, commencing each year when the ground is nearly 
full, as shown by the supply and the draft being about equal. 

It is evident that during the first period, August, 1903 to March, 1904, on 
account of the excess of supply over demand, the ground storage will not be brought 
into use, excepting for periods of perhaps less than a month, so this period is use¬ 
less, for the construction of a curve. In the remaining periods the supply is 
uniformly less than the demand, and there are considerable fluctuations in the 
difference, so the data for the curve should be easily secured. 

The curve is shown on Plate 8. Ordinates represent stream flow in inches 
over the watershed and abscissas represent the corresponding depletion in inches 
yield due to this flow. For instance during a certain month the flow from ground 
storage was equal to a run-off of say one inch from the watershed. Then, from 
the curve, the mean depletion of the ground water during the month was 1.4 
inches. To plat the curve we made use of the gauged flows and the values of 
the depletion at the end of each month, taken from Table V as follows: 

During April, 1904, supply exceeded demand, and as there was no de 
pletion carried over, the ground water was full, or the depletion zero at th 
end. At the end of May, the depletion was 0.36, an average for the month o^ 

0 j Q 00 I 

- 2 ^— = 0 18. The observed flow for the month was 2.35. This point 

is platted as No. 1. At the end of May the depletion was 0.36 as above 


and at the end of June it was 2.72. The mean was 


0.36 + 2.72 


= 1.54. 


The corresponding flow was 1.96. These co-ordinates determine No. 2 and so on. 

—52— 




TABLE V. 


Mahoning River 
Supply and Draft 
1903-1906 

Analysis for Ground Water Storage Curve 


Total 


Month 

Observed Computed Observed 
Rainfall Evap. Flow 

Inches Inches Inches 

Total 

Supply 

Rainfall 

Inches 

Draft 
Evap. & 
Flow 
Inches 

Differ¬ 

ence 

Inches 

1903- 

-June- 

4.72 

4.16 

0.29 





July 

5.06 

5.31 

0.35 



_ 


Aug- 

5.99 

4.88 

1.02 

5.99* 

5.99 

+6.09 


Sept._ 

1.19 

1.70 

0.26 

7.18 

7.86 

-0.68 


Oct. 

3.25 

1.42 

0.29 

10.43 

9.57 

+0.86 


Nov- 

__ 2.52 

0.98 

0.38 

12.95 

10.93 

+2.02 


Dec_ 

2.04 

0.72 

0.34 

14.99 

11.99 

+3.00 

1904- 

-Jan- 

4.60 

1.09 

3.97 

19.59 

17.05 

+ 2.54 


Feb. ____ 

__ 3.30 

0.86 

1.88 

22.89 

19.79 

+3.10 


Mar_ 

__ 4.82 

1.29 

5.68 

27.71 

26.76 

+0.95 


Apr._ 

__ 4.95 

1.62 

3.05 

4.95* 

4.67 

+0.28 


May 

5.10 

3.39 

2.35 

10.05 

10.41 

-0.36 


June._ . 

.. 2.89 

3.29 

1.96 

12.94 

15.66 

-2.72 


July 

__ 4.39 

4.86 

0.37 

17.33 

20.89 

-3.56 


Aug- 

3.44 

3.65 

0.28 

20.77 

24.82 

-4.05 


Sept. 

1.38 

1.78 

0.08 

22.15 

26.68 

-4.53 


Oct. 

1.37 

0.99 

0.05 

23.52 

27.72 

-4.20 


Nov. _ _ 

__ 0.89 

0.67 

0.09 

24.41 

28.48 

-4.07 


Dec. 

.. 2.11 

0.73 

0.27 

26.52 

29.48 

-2.96 

1905- 

—Jan._ 

__ 1.69 

0.53 

0.49 

28.21 

30.50 

-2.29 


Feb. ____ 

1.37 

0.49 

0.34 

29.58 

31.33 

-1.75 


Mar._ 

__ 2.90 

0.92 

3.99 

32.48 

36.24 

-3.76 


Apr._ 

2.63 

1.17 

0.88 

35.11 

38.29 

-3.18 


May 

4.06 

2.19 

0.94 

39.17 

41.42 

-2.25 


Tune 

__ 5.89 

4.73 

1.23 

5.89* 

5.96 

-0.07 


July ---- 

5.59 

5.63 

1.63 

11.48 

13.22 

-1.73 


Aug. 

__ 5.33 

4.56 

1.21 

16.81 

18.99 

-2.18 


Sept._ 

3.68 

2.65 

0.88 

20.49 

22.52 

-2.03 


Oct. _ 

.. 3.34 

1.45 

0.61 

23.83 

24.58 

-0.75 


Nov. 

__ 2.35 

0.95 

0.96 

26.18 

26.49 

-0.31 


Dec. _ 

1.99 

0.71 

1.76 

28.17 

28.96 

-0.79 

1906- 

—Jan._ 

1.41 

0.47 

1.35 

29.58 

30.78 

-1.20 


Feb._ 

0.90 

0.40 

0.50 

0.90* 

0.90 

0.00 


Mar_ 

3.32 

1.01 

3.08 

4.22 

4.99 

—0.77 


Apr. _ . 

1.99 

1.05 

1.26 

6.21 

7.30 

-1.09 


May__ _ 

2.23 

2.29 

0.66 

8.44 

10.25 

-1.81 


June_ 

3.08 

3.38 

0.19 

11.52 

13.82 

-2.30 


July- 

5.12 

5.35 

0.20 

16.64 

19.37 

-2.73 


* Starting with ground water nearly full, as indicated by approximate equal¬ 
ity of supply and draft. 


— 53 — 











































J* 


1 


a? 


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I? 


Plate 8. 

MAHONING WATERSHED, OHIO 
GROUND STORAGE CURVE 

J'hav/ny /z Vaf/ar? foe/nve/7 /fyy/ra/77yroanc/ 

3 foray £ arc/ c/ey/gf/o /7 aaasec/fferefy. 

TO ACCOMPANY REPORT OF ALEXANDER POTTER 
TO THE CITY OF WARREN OHIO. 


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—- 





3 4S 

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The points do not lie upon a smooth curve owing (1) to inaccuracies of obser¬ 
vation both of rainfall and run-off; (2) the inexact evaporation formula; (3) 
the fact that in some months the precipitation occurs so late that its run-off 
appears in the following month, etc. Furthermore, during the months in which 
frozen precipitation is held back the flow will plat below the curve as in point 
No. 10, and when it is released by thaws the flow will plat high as in point No. 11. 

All these irregularities are averaged by drawing a smooth curve among 
the points, choosing a mean position. This curve will assume the form developed 
by Mr. Vermeule in his 1894 studies; recognition of this assisted materially in 
platting it from the small number of points. From the curve it is seen that flows 
of about 2.30 inches and over per month do not require drafts from the ground 
storage. In such months, therefore, the flow is equal to the rainfall less the 
evaporation. When the flow is below this value the ground storage is in opera¬ 
tion and the curve must be used. 

With such a curve we are in a position to compute the stream flow from 
rainfall observations. 

COMPUTATION OF STREAM FLOW 

The period is that previously chosen as the most severe upon storage, 1885- 
1890. No flow gaugings exist for this period. The first step in computing the 
flow is to determine the evaporation by means of the Vermeule formula. 

Table I shows the rainfall by months during the total period covered by the 
records 1885-1919. This is the table from which Plate 5 was constructed. 

Table VI contains the computations for flow. 

First is the rainfall, then the computed evaporation, followed by their differ¬ 
ence which, with full ground water, is the flow. If the ground water is depleted 
somewhat at the beginning of the month, but the excess of precipitation over 
evaporation is sufficient to make good the depletion and still supply a flow of 
over 2 inches, then the curve need not be used and the flow is equal to the rain¬ 
fall less evaporation less existing depletion, as in January 1886, February, 1887, 
and in several months during 1890 (Table VI.) 

In using the curve we have three depletion figures to consider: 
di = depletion at beginning of month, 
d 2 = depletion at end of month, 
d = mean depletion during month = di + d 2 

2 


54 — 

























TABLE VI. 

Mahoning River — Computed Flow, 1885-1890. 

Ground Storage Method. Mean Annual lemperature = 50° 
Annual Evaporation = E = (11 + 0.29R)K R = Annual Rainfall. 


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TABLE VI—Continued. 


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TABLE VI—Continued. 


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Total Year_ 30.82 22.09 _ _ _ 10.49 








































































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If r = rainfall, e = evaporation, and f = flow during month, then dz = di 
+ (e + f—r) or d2 — di = f — (r —e) 

d _ dl + (dl+ (e+f—r) ) = d[ + f + e-r 

w Li Li 

A f I i r-e 
or, d = y + dl - -j- 


All quantities being known except d and f, the relationship established by the 
curve gives both values. For instance, we assume the depletion to be zero at 
the beginning of February, 1885, as the flow for January, copied from a Youngs¬ 
town record of yields previously computed by Mr.+edoux, Consulting Engineer, 
is 2.35 inches, a sign of full ground water, as this figure is above the maximum flow 
of the ground water storage curve. 


Hence di = 0 for February, = 0.59 and di — = 0.59. To deter- 

Li Zi 

mine d and f from the curve, we must find such a value for f that half this, in¬ 


creased by di 


r — e 


or (0.59) will equal the d due to the f thus found. By 


trial f is located at 1.82. Half 1.82 = 0.91 and 0.91 + ( — 0.59) = 0.32 which is 
the d corresponding to f = 1.82. 


This value of f is therefore written in the column of flows on the line for Feb¬ 
ruary, and 

r —e —f = 1.73 — 0.56 — 1.82 = —0.65__ Hence d = 0.65 = the depletion 
caused during the month. This added to the previous di, which is zero, 
gives d 2 , or di for the following month = 0.65. 


Plate 9. 

MAHONING WATERSHED, OHIO. 
COMPARISON OF YIELDS 

FOR PERIOD 1885 -1090 

AS COMPUTED BY MR E. F ROBINSON FOR 
THIS REPORT AND BY MR. l.EDOUX FOR 
THE CITY OF YOUNGSTOWN IN 1911 

-yield by this method 



59 — 


Y/a/tYj, Sac /y jpar Sp. A//. 































































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— 60 — 









































TABLE VII—Concluded. 


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r — c • 

For March, di = 0.65 and di — - = 0.45. From the curve, if f = 1.21, 

Li 

+ .45 = 1.05, which is the d for f = 1.21-. The flow is therefore 1.21 

Li 

and the difference between this and r —e is the depletion, = 0.82, = d 2 — di; 
but d, = 0.65, so d 2 = 1.47, which becomes the di for the following month. 
In April the rainfall exceeds both evaporation and flow by 0.28 inches, which goes 
to make up past depletion and is entered as a minus quantity. The total deple¬ 
tion during April thus falls from 1.47 at the beginning to 1.19 at the end. 

The computations proceed thus until the flows are tabulated for the entire 
six years, 1885-1890. These flows are in inches over the water shed per month, 
however, and must be reduced to second feet per square mile to be used in stor¬ 
age calculations. 

This computation is shown in TABLE VII. 

The sheet of water, so many inches thick in a month, is reduced to second feet 
per square mile. 

Plate 9 is a comparison between the yields thus computed and the results 
obtained by Mr. Ledoux for the City of Youngstown, using rainfall records at 
Youngstown, Warren, Garrettsville and Green Hill. The agreement is fair 
except at the end of 1887 and beginning of 1888 which happens to be about the 
most critical period, as will be seen later. Mr. Ledoux’s figures show much 
greater yields for the period than the present calculations. In view of the low 
mean rainfall during these months Mr. Ledoux’s values appear high, but of his 
four stations only two had records for this period and that of Garrettsville was 
nearly two inches above the mean of the watershed for September, 1887, which 
would increase his mean value one-half inch for that month. However, the 
means of his two stations for the remaining months of the period are less than 
those of all the stations. 

The figures presented in Table VII have been carefully checked and are 
believed to be correct. 

CONSTRUCTION OF MASS CURVE 

Table VII having been computed in order to compare the results with those 
of Mr. Ledoux, which were expressed in second feet per square mile, we now 
return to the yields computed in Table VI, as a more convenient form for use in 
determining watershed yields. 


SUPPLY 

The total supply during any one month is equal to the depth of the yield 

over the watershed multiplied by the area of the latter. In Table VIII the 

yield in inches is reduced to million gallons monthly. 

For each inch this is equal to 7,649 million gallons (= 2 Tj 78 > 4QQ >< 44 P- 18 X 7 - 4S ) 

1 Li 

This applies only to the ground surface of the watershed and is computed 

in the first four columns of Table VIII. The rain which falls upon the water 

surface of the reservoirs is all caught and stored so that the inches of rainfall 
represent the inches yield on the water surface. The factor here is the same, 
except for the substitution of the water area for that of the land. 1" of rainfall 


on 25.62 sq. mi. of water surface = 
lion gallons. 

* No. of sq. ft. in 1 sq. mile. 


27,878,400* X 25.62 X 7.48 
12 


= 445.2 Mil- 


— 62 — 






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_ TABLE VIII—Continued. ___ 

Monthly Water Surf. Mass ofYield 

Yield Yield Rainfall Yield Total Yield Million 

Month Inches mil. gal. Inches Mil. gal. Mil. gal. gals. 


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As the total annual evaporation from the water surface is about equal to the 
precipitation, it is usually considered that the two balance, and the water surface 
area is eliminated from the catchment area. In months during which the evapor¬ 
ation is greater than the rainfall, however, the two would not balance,and as the 
draft upon the reservoirs is greatest at these times a deficiency might result 
from this assumption. In this computation, therefore, the rainfall will be cal¬ 
culated independently as a gain, and the evaporation as a loss. 

The total yield, Table VIII, is the sum of the land and water surface yields, 
and the column headed “Mass” is the running total of the yields, obtained by 
adding the yield for each month to the total preceding yield since the initial 
month. In Plate 10 the upper curve represents the mass curve of supply from 
December 1884 to November 1890. The greater the supply the steeper the curve, 
and were there no supply in any particular month the curve would become 
horizontal. It could never take a downward trend; losses are shown by a separate 
curve drawn from table IX. 


DEMAND 


The demands are: 


1. Municipal supply, estimated at an ultimate figure of 100 million gal¬ 
lons per day for a population of one million people. 

2. River Regulation, requiring 200 million gallons per day. 

3. Seepage, reckoned at 25 cubic feet per minute per mile of canal = 25 X 
24X60X24X7.48 = 6.5 million gallons per day. 

4. Evaporation from the water surfaces of the canal and reservoirs. This 
is taken as 40 inches in one year, divided among the months according to the 
percentage in the table given on page 43, with results shown in table la, 
where the amount of loss is obtained by multiplying the depth in inches by the 
factor already determined for a water surface of 25.62 sq. miles, i. e., 445.2 
million gallons. 

When the reservoirs are drawn down, the area of the water surface becomes 
smaller and the evaporation, will be less; on the other hand the water area upon 
which rainfall is caught will be reduced for low stages, therefore the two will 
tend to balance, so that this refinement is believed unnecessary and beyond the 
accuracy of the data used. 

Table IX is now prepared. The first three columns give the yield from the 
uncontrolled portion of the watershed (i. e. not tributary to the reservoirs ) 
above Warren, which we consider as available for the river demands of 200 
m.g.d. This area is equal to the total watershed above Warren, 698.8 sq. miles, 
less the controlled area, 465.8 sq. miles, or 233.0 sq. miles. The factor for re¬ 
ducing inches yield to total monthly yield is 


27,878,400 X 233.0 X 7.48 
12 


4049 million gallons. 


The consumption is then worked out. All the demands listed previously, 
except evaporation, have been computed by the day, and are reduced to months by 
multiplying by the number of days in the month. Evaporation has already been 
calculated directly by months, using formulas of p. 44. 

The sum of these four items gives the total demand for the month but the 
net demands are somewhat less on account of the flow from the uncontrolled 
areas. This flow, not being tributary to the reservoirs, cannot enter these latter 
and is not available for municipal supply, nor for making good losses by seepage 
or evaporation from the water surface. It does, however, reduce the amount that 
must be drawn from the controlled watersheds or from storage to keep up the 
flow of the river. 

Hence the uncontrolled yield may be deducted from the amount required 
for river regulation and if equal to it, the latter may be eliminated from the 
draft upon storage, but if greater, the excess simply appears as additional stream 
flow and cannot be used to diminish the other demands. 


— 66 — 




MAHONING WATERSHED, OHIO. 
MASS CURVES OF SUPPLY AND DEMAND 

H FOR PERIOD DEL. 1884 TO' NOV 1890 


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— 69 — 


Total_ 21.98 88,963 1 36,500 73,000 2,376 17,800 129,676 ■ 72,339 

*These two items computed by Mr. Ledoux. 




























































The final column of Table IX is the mass running total of the net demands, 
formed by adding the amount for each month to the total for the preceding 
months. The mass curve is now platted upon the same co-ordinates as the mass 
curve of supply, Plate X. As in the latter curve, the greater the demand the 
steeper the curve. As the evaporation is the only variable factor, and this is 
greatest in the summer, the curve will ascend most steeply at this time. 
The supply curve is flattened at this time, owing to the smaller yield in summer, 
so the two curves are approaching, indicating that the demand is gaining upon 
the supply, but as long as the supply curve is not crossed there will be no de¬ 
ficiency, if sufficient storage is provided. 

Now all water that flows over the spillways is lost to storage and assuming 
the reservoirs full when the two curves begin to approach, indicating demand in 
excess of supply, an immediate draft upon storage commences, and the water 
level in the reservoirs falls. This is in spite of a considerable excess of total 
yield over total loss up to that time, the excess having run to waste over the spill¬ 
ways. 

If, therefore, the curves change from divergence to convergence they will be 
parallel for a short length; the lower curve is then moved up so as to be tangent to 
the upper at this point, A, Plate X. As long as this curve leads up and away 
from the supply curve the reservoirs will be losing, and when the two begin to 
approach the reservoirs will commence to gain, so that when the curves cross, 
storage will be full again. 

The time between the tangency of the curves and their crossing is the period 
during which the storage is used, and the greatest vertical distance between the 
two during this period, as at CD, Plate X, is the total draft upon storage and 
therefore the total amount of usable storage that must be provided for the 
project, which is 54 billion gals. The reservoir system can supply 65 billion, 
which leaves a margin of safety of 11 billions, which we deem essential for reasons 
given on page 75. 

In most investigations of this character the demands are considered as con¬ 
stant, their mass curves platting as a straight line. Plate XI is a reproduction 
of the supply curve of Plate X. Drawing such a line upon the plate through 
the origin just tangent to the lowest point of the supply curve, its slope will 
represent the maximum uniform rate obtainable from the supply, in this case 
289,000,000 gallons per day, as against an actual average draft for the six 
years of 233 million gallons. To find the storage required to maintain the higher 
rate, a line of the same slope is drawn tangent to each peak of the supply curve. 
If these lines again intersect the curve, the rate can be maintained, and the great¬ 
est vertical distance between the curve and the line will represent the usable 
storage required. If the line continues to rise above the curve not again inter¬ 
secting it, it means that we are assuming conditions beyond the capacity of 
the reservoir and that a line of less slope representing a lower rate will have to 
be adopted. 

The relations between storage and draft are best shown by Plate XII drawn 
from Table X, which is prepared from the mass columns of Tables VIII and IX. 

The difference between these columns is the distance between the curves 
of supply and demand in Plate X, and as this difference increases the reservoirs 
are filling. When the difference equals the capacity of these latter the storage 
is full and as the difference continues to increase the excess flows over the 
spillways. 

When the difference begins to diminish however, the water falls below the 
spillways and continues to do so until the difference increases, and the reservoirs 
begin to gain. 

The last three columns but one show respectively the amount of each monthly 
gain or loss, the total amount left in the reservoir and the number of days stor¬ 
age remaining at the greatest rate of draft, i. e., evaporation at a maximum 
(i. e., in July = 2696/31 =87). 


— 70 — 


<eoocc 



MAHONING WATERSHED, OHIO 


rfaxw\v#7 


MASS CURVE OP SUPPLY 


\£$ ; <wo A/zZ/wo?•ya//£>/7J. 


WITH LINE OF MAXIMUM POSSIBLE DRAFT 


NOV. 


'0/9 M//Z 0 / 7 y<7/'/(?s;j. 




ALEXANDER. POTTER 


WARREN,;OHlO 


GrtrfZ/. 0 nf ^azi/Zt/y 


rjo, coo 


Jfico. 00 c - 


J0A00O 


£00,000 


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O'COO 


’oqcoc 


































































































































































































































































































































































































































This rate is equal to 

Municipal supply 
River regulation. 

Seepage_ 

Evaporation_ 


100.0 m. g. d. 
200.0 m. g. d. 
6.5 m. g. d. 
87.0 m. g. d. 


Total--- 393.5 m. g. d. 

say, four hundred (400) million gallons per day. The last column shows the state 
of the reservoirs. 

The differences are platted in Plate XII and show graphically the times of 
filling, overflow, draft storage required and storage remaining. All drafts must 
be deducted from the line of full storage and not from the highest point of the 
curve, as the excess has been wasted over the spillway. The time interval of 
full reservoirs is shown by the period during which the curve is above the line 
of full storage, and similarly the position of the curve below the line indicates 
interval of depleted storage. The greatest distance below the line is the amount 
of storage required, and the distance of this point above the line of usable stor¬ 
age is the margin of safety or the stored water still remaining. 

I his margin is reduced owing to the fact that additional storage is required 
to regulate the daily flow so as to distribute it evenly over the month. This is 
fully discussed on page 75. 


CONCLUSIONS 

As a result of the foregoing computations and from the curve, Plate XII, it 
is seen that the system will deliver the amounts required during a period equiva¬ 
lent in dryness to the driest years of the past thirty-five. 

Greater Draft Possible 

From Plate XI, it is evident that a still greater rate could be maintained during 
such a period. This plate shows a possible average rate of two hundred and eighty- 
nine (289) million gallons per day (640,000 in 6 years) as compared with an aver¬ 
age actual draft of two hundred and thirty-three (233) million gallons (511,483 
m. g. in 6 years, is mass-total from Table IX; 511,483/6 X 365 = 233) required 
according to the computations. The excess is fifty-six (56) million gallons or 
about 25 percent. 

Uncertainties in our Results due to the Data and Approximate Method 

of Computing 

Projects based on hydrological data must often carry a factor of safety to 
allow for the meagerness of the data or the methods of handling in groups to 
economize time of study, at a reasonable expense of accuracy. 

The first uncertainty is the minimum period taken in computations, one month. 
Records were available in this form; the total rainfall is so recorded. A portion 
of this total is in the form of light showers, which are measured by the rain gauges, 
but are frequently re-evaporated from the ground surface almost immediately, 
so that little of it is saved for yield and storage. The evaporation formulas and 
our inclusion of evaporation minimize this uncertainty. 

Second, the rainfall may be concentrated in one or more severe storms, filling 
the upper reservoirs very quickly and the excess running to waste on account of 
the limited capacity of the canal, which would be unable to convey the total 
surplus to the other reservoirs for storage. However, as such floods are usually 
a product of the months of plenty, and as the supply during the dry months is 
from ground storage, which is always released gradually, it is not believed that 
there will be much difficulty in saving most of the flow at critical times. Uncer¬ 
tainty due to the inadequacy of the canal is small. 


71 — 








Third, uncertainties exist in the rating curve, Table 3. These errors may be 
additive or compensating. 

Fourth, the run-off figures for the Mahoning River at Youngstown from which 
the ground storage curve was platted, are obtained by dividing the watershed 
area, 958 square miles, as given by the United States Geological Survey, into the 
total monthly flow. Inaccuracies in maps used due to matching, etc., may in¬ 
troduce slight errors in all watershed areas used. For instance, up to 1916, 
all figures for the Croton watershed, New York City Water Supply, were based 
on a watershed area of 360.4 sq. miles. This was corrected to 375 sq. miles 
in 1916 (Eng. News, Sept. 21, 1916); which means that all computations utilizing 
the earlier reports are in error by four percent. 

Fifth, our method in Table IX of balancing the stream flow from the uncon¬ 
trolled area against the demands of river regulation (200 m. g. d.) may probably 
be in error for those months, where our stream flow used in the table apparently 
suffices, and we therefore assume no draft from storage during these months. 
It is conceivable that there may be flows in one part of the month exceeding 
200 m. g. d. so that the excess runs to waste and is not utilizable for that part 
of the month when the flow falls below the river demand and there must be a 
draft on the reservoir. Yet the average of the high and low flows for the month 
would be about 200 m. g. d. and we would be led to believe, from our monthly 
data, that there would be no draft from storage. We are brought into the error 
in the interest of economy of time; it would have been an endless task to have 
derived daily flows for this period. 

We cannot evaluate this error for the period covered by Table IX, but we can 
study it for the period covered by the U.S.G.S. flow records (June 1, 1903 to July 
31,1906) which will at least establish a limit for our error. That is, the years 1903-5 
having about 25% more rainfall than the years 1887-1889 (41 vs 34, on Plate 
VII) would naturally have a greater yield to contrast with the demand curve, 
and therefore would call for a less storage than denoted by line CD on Plate 10, 
Therefore any deficiency which we shall prove, would be larger than should 
be applied to Plate 10. 


of 


If the river demands of 200 m. g. d. are to be met from the uncontrolled area 
233 square miles, the run-off must equal 1.5 inches per month 


/200 X 31 X 1,000,000 
'233 X 27,878,400 X 7.48 


Turning to Table IV, we find that the following months average over 1.5", and 
deserve investigation for low flows; Jan. to June, inclusive 1904; March 1905; 
July, 1905; Dec. 1905. We are interested in deficient flows only during these 
months, i. e., when the uncontrolled area yields less than 200 m. g. d. Now 200 
million gallons per day from 233 square miles = 200 X 1.547 X 958 = 1275 


233 


cu. ft. per second from the watershed area of the Youngstown gauge, which 
corresponds to a gauge height of 2.7. Table IX A tabulates all days of deficient 
flow during these months showing that the river supplied but 17,163 m. g. in 
199 days, whereas our method in compiling Table IX would assume flow on these 
days (since the monthly flow averaged a rate higher than 200 m.g. d.) sufficient 
to supply 200 m. g. d. which gives a flow of 200 X 199 = 39800 million gallons. 
In other words the supply is 39,800 — 17,163 equals 22,637 less than assumed. 
1 his 22,637 must come from storage. Assuming that equal deficiency would pre¬ 
vail for the 3-year period, July 1887, to July 1890, it is conceivable that the de¬ 
mand curve transposed between A and B on Plate 10, would incline upward 
from A to a point Bi lying a distance above B approximately equal to 22,637 
mil. gals. Now CD lies 5/12 of distance between July 1887 and July 1890, so 
that raising the demand curve to Bi would raise D to Di, a distance of 5/12 X 
22637 = 9,510 mil. gals., so that CDi represents a required storage of 63510 
million gallons. The reservoir system is adequate for 64,217. 


- 72 - 





MAHONING WATERSHED, OHIO, 


SHOWING 


STATE OF RESERVOIR5 


PLATTED FROM MASS CURVES OF SUPPLY AND DEMAND 


TO ACCOMPANY REPORT OF ALEXANDER POTTER j 


the! city op warren ohio; 


;0O OOP 


40,060 


ATtfX/WM ■ST0A?'70£ 


'50.000 


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TABLE IX-A 


Mil. gal. 





Sec. ft. 

day yield 

1904 



flow 

from 233 

Date 


Stage 

rate 

sq. miles 

Jan. 

1 

1.00 

245 

39 

2 

1.05 

265 

42 


3 

.90 

195 

31 


4 

.85 

175 

28 


5 

.70 

98 

15 


6 

.70 

98 

15 


7 

.70 

98 

15 


8 

.85 

175 

28 


9 

.80 

146 

23 


10 

.70 

98 

15 


11 

.70 

98 

15 


12 

.80 

146 

23 


13 

.80 

146 

23 


14 

.90 

195 

31 


15 

.80 

146 

23 


16 

.70 

98 

15 


17 

.90 

195 

31 


18 

.80 

146 

23 


19 

.90 

195 

31 


20 

1.20 

345 

54 


28 

2.50 

1160 

182 


29 

2.30 

1020 

160 


30 

2.00 

810 

127 


31 

1.50 

510 

80 

Feb. 

1 

1.30 

395 

62 


2 

1.20 

345 

54 


3 

1.00 

245 

39 


4 

1.10 

295 

46 


5 

1.20 

345 

54 


6 

1.30 

395 

62 


12 

2.20 

950 

149 


13 

1.90 

750 

118 


14 

1.50 

510 

80 


15 

1.30 

395 

62 


16 

1.30 

395 

62 


17 

1.00 

245 

39 


18 

.90 

195 

31 


19 

.90 

195 

31 


20 

.80 

146 

23 


21 

1.00 

245 

39 


22 

1.60 

570 

90 


23 

1.80 

690 

108 


24 

2.40 

1090 

171 


25 

1.90 

750 

118 


26 

1.50 

510 

80 


27 

1.90 

750 

118 


28 

.90 

195 

31 


29 

1.00 

245 

39 

Mar. 

12 

2.50 

1160 

182 


13 

2.00 

810 

127 


Mil. gal. 




Sec. ft. 

day yield 

1904 


flow 

from 233 

Date 

Stage 

rate 

sq. miles 

14 

1.90 

750 

118 

15 

1.70 

630 

99 

16 

1.60 

570 

90 

17 

1.50 

510 

80 

18 

2.70 

1300 

204 

Apr. 5 

2.50 

1160 

182 

6 

2.20 

950 

149 

7 

2.20 

950 

149 

8 

2.10 

880 

138 

9 

2.70 

1300 

204 

11 

2.70 

1300 

204 

12 

2.40 

1090 

171 

13 

2.20 

950 

149 

14 

2.10 

880 

138 

15 

1.90 

750 

118 

16 

1.80 

690 

108 

17 

1.70 

630 

99 

18 

1.70 

630 

99 

19 

1.60 

570 

90 

20 

1.50 

510 

80 

21 

1.40 

450 

71 

22 

1.30 

395 

62 

23 

1.20 

345 

54 

24 

1.20 

345 

54 

25 

1.50 

510 

80 

26 

2.50 

1160 

182 

May 4 

2.50 

1160 

182 

5 

1.90 

750 

118 

6 

1.60 

570 

90 

7 

1.40 

450 

71 

8 

1.30 

395 

62 

9 

1.30 

395 

62 

10 

1.20 

345 

54 

11 

1.10 

295 

46 

12 

1.10 

295 

46 

13 

1.00 

245 

39 

14 

1.00 

245 

39 

15 

1.10 

295 

46 

16 

1.00 

245 

39 

17 

1.10 

295 

46 

18 

1.20 

345 

54 

22 

2.20 

950 

149 

23 

1.90 

750 

118 

June 6 

2.20 

950 

149 

7 

1.80 

690 

108 

8 

1.50 

510 

80 

9 

1.40 

450 

71 

10 

1.40 

450 

71 

11 

1.30 

395 

62 


— 73 — 



TABLE IX-A—Continued 


1904 


Sec. ft. 
flow 

Mil. gal. 
day yield 
from 233 

Date 

Stage 

rate 

sq. miles 

June 12 

1.20 

345 

54 

13 

1.10 

295 

46 

14 

1.00 

245 

39 

15 

1.00 

245 

39 

16 

.90 

195 

31 

17 

.90 

195 

31 

18 

.70 

98 

15 

19 

.70 

98 

15 

20 

.90 

195 

31 

21 

1.10 

295 

46 

22 

1.40 

450 

71 

23 

1.40 

450 

71 

24 

1.30 

395 

62 

25 

1.10 

295 

46 

26 

.80 

146 

23 

27 

.80 

146 

23 

28 

.70 

98 

15 

29 

.70 

98 

15 

30 

.60 

52 

8 

1905 

Mar. 1 

2.40 

1170 

184 

2 

1.95 

826 

130 

3 

1.75 

685 

108 

4 

1.70 

651 

104 

5 

1.70 

651 

104 

6 

2.15 

976 

153 

14 

2.50 

1250 

196 

15 

2.10 

938 

148 

16 

1.90 

790 

124 

17 

2.40 

1170 

184 

27 

2.50 

1250 

196 

28 

2.20 

1014 

159 

29 

1.95 

826 

130 

30 

1.95 

826 

130 

31 

1.50 

524 

82 

July 1 

1.00 

244 

38 

2 

1.15 

323 

51 

3 

1.95 

826 

130 

4 

1.50 

524 

82 

5 

1.60 

586 

92 

6 

1.55 

555 

87 

7 

1.40 

464 

73 

8 

1.20 

350 

55 

9 

1.00 

244 

38 

10 

0.95 

220 

35 

11 

1.00 

244 

38 

12 

1.40 

464 

73 

16 

2.50 

1250 

196 

17 

1.75 

685 

108 

18 

1.55 

555 

87 

19 

1.30 

406 

64 


Mil. gal. 


1905 


Sec. ft. 
flow 

day yield 
from 233 

Date 

Stage 

rate 

sq. miles 

July 22 

2.60 

1330 

208 

23 

1.85 

754 

115 

24 

1.85 

754 

115 

25 

1.35 

435 

37 

26 

1.00 

244 

38 

27 

.95 

220 

35 

28 

.75 

132 

21 

29 

.80 

151 

24 

30 

2.25 

1052 

165 

31 

2.00 

863 

136 

Dec. 7 

2.25 

1052 

165 

8 

2.20 

1014 

159 

9 

2.15 

976 

154 

10 

2.10 

938 

148 

11 

1.75 

685 

108 

12 

1.65 

618 

97 

13 

1.55 

555 

87 

14 

1.50 

524 

82 

15 

1.15 

323 

51 

16 

1.20 

350 

55 

17 

1.20 

350 

55 

18 

1.10 

296 

46 

19 

1.15 

323 

51 

20 

1.15 

323 

51 

26 

2.25 

1052 

165 

27 

2.05 

900 

141 

28 

2.25 

1052 

165 

29 

1.75 

685 

018 

30 

2.00 

863 

136 

31 

1.95 

826 

130 

1906 

Mar. 1 

1.80 

719 

113 

8 

2.40 

1170 

184 

9 

2.35 

1131 

177 

10 

2.00 

863 

135 

11 

1.85 

754 

119 

12 

1.35 

435 

68 

13 

1.75 

685 

108 

14 

1.70 

651 

102 

15 

1.70 

651 

102 

16 

1.60 

586 

92 

17 

1.45 

494 

78 

18 

1.40 

464 

73 

19 

1.55 

555 

87 

20 

1.35 

435 

68 

21 

1.30 

406 

64 

22 

1.45 

494 

78 

23 

1.35 

435 

68 

24 

1.50 

524 

82 

25 

1.65 

618 

97 

26 

1.70 

651 

102 


Total-17,163 m. g. 


■ 74 - 






The foregoing discussion is not rigid, and we believe discloses a larger error 
than actually exists since our basis for the error is a series of wet years, where 
the monthly method would fail to show up a greater proportion of dry days, 
than in a series of dry years. 

Should it be possible to construct detention basins of about four thousand 
million gallons capacity on uncontrolled areas these would tend to spread out 
the floods over the months in which they occur, using the peaks to fill the sags. 

The diversion of additional water from the uncontrolled areas to the reser¬ 
voirs already under consideration would have the same effect on the flow as 
building detention basins on the uncontrolled area that this water is taken from. 
Therefore the actual regulation obtained when the flood waters of West Branch 
are diverted to Eagle Creek will be similar to the results forecasted by the calcu¬ 
lations made in this investigation when the demand is calculated on the average 
daily flow by months instead of being obtained by actual gaugings of the daily flow. 

Possibility of Reducing Proposed Storage 

Plate 9 indicates a required storage of 54,000 m. g., whereas the reservoirs 
have available 65,000 leaving a margin of safety of 11,000 m. g. Our investi¬ 
gation of the uncertainties in our results indicates that this margin may be cut 
down considerably, so that it seems inadvisable to omit even the smallest reser¬ 
voir in our scheme. However, we shall discuss this point. Plate XII shows that 
the most critical period is in October 1888, when the usable storage would be 
drawn below ten thousand (10,000) million gallons. However, this would equal 
the capacity of Milton Reservoir and almost the combined capacities of Berlin 
and Eagle Creek. One of the latter, therefore, might be omitted and still allow 
the desired flow. In such a case the Berlin Reservoir would undoubtedly be the 
one eliminated as having the smallest capacity and as Milton Reservoir alone 
gives sufficient storage to divert any desired percentage of the yearly flow down 
a canal of moderate capacity. The action of the Berlin Reservoir however as a 
retarding basin permits a considerable reduction in the capacity of the canal. 

It is on the other hand evident that were Eagle Creek Reservoir eliminated 
the catchment area would be lost to the storage system unless a very considerable 
increase in the capacity of the canal to Mosquito Creek were made so that it 
could convey the flood water to Mosquito Creek from Eagle Creek and the West 
Branch almost as quickly as it runs off. On the other hand the entire catchment 
area of Berlin Reservoir is tributary to the Milton Reservoir below so that a 
second reservoir, though permitting a considerable reduction in the capacity of 
the canal, is not vital. 


Additional Storage a Factor of Safety 

It is believed, however, that Berlin Reservoir should be retained in the project 
to furnish protection against floods, and as a margin of safety in storage. The geolo¬ 
gical structure of the Berlin Site shows a strong possibility of leakage which would 
make the reservoir less desirable for storage purposes than say for flood detention. 
Floods occur almost invariably in the spring when the flow is good and storage ca¬ 
pacity may be reduced. At such times this reservoir may be allowed to empty and 
should be an important factor in holding back floods or distributing their peaks 
over several days. 

After the crest of severe floods has passed, the reservoir may be allowed to fill 
as a factor of safety for the storage system. 


The Value of Berlin Reservoir Compared to Milton 

In investigating the storage possibilities of the Milton and Berlin Reservoirs 
the yields are taken to be in the same ratio as the watershed areas of the Milton- 

274.1 

Berlin reservoirs and those of the entire project, or g = -588. 


— 7 &— 



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TABLE X—Continued. 


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;."I ■ • r , 

Plate 13. 

MAHONING WATERSHED, OHIO. 

-j- MASS CURVE OF SUPPLY 
BERLIN AND MILTON WATERSHED. 

FOR PERIOD 1885-1890. 

SHOWING HMMMUM DRAFT AND 
MAXIMUM DRAFT WITH jaTOFj.AGE AVAILABLE 
TO ACCOMPANY REPORT 0:F ALEXANDER POTTER 

To thf iTT Pf: of warreN, onto, j 



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The yields of this Milton-Berlin watershed are therefore the yields of Table 
X multiplied by .588. These values are platted as ordinates to a supply mass 
curve in Plate XIII. 

The line of maximum draft therefrom drawn tangent to the lowest point of 
the curve, shows a possible daily yield of 165 million gallons. 

From this must be deducted 

Seepage from Berlin Reservoir (estimated)_10 m. g. d. 

Evaporation, considered at a uniform rate, the water surface 
being of comparatively small area, 4.43 square miles, as against 
25.62 square miles in all. Daily evaporation = 4.43 X 17800 =_8.5 m.g.d. 

25.62 X 365 


Total deduction___18.5 m. g. d. 

Making a net daily yield of 146,500,000 gallons daily if ample storage can be ob¬ 
tained. 

To avail ourselves of this amount however, storage required is 42,000 million 
gallons. This can be determined from a table of the running or mass totals of 
supply and demand similar to Table IX, but it can be more conveniently deter¬ 
mined by reading directly from the platted mass curve of supply and demand on 
Plate XIII. The maximum storage required is shown by the ordinate CD, 
between the curve and the transposed line A B, parallel to the line of maximum 
draft and tangent to the curve at A. 

The available storage, however, is: 

Milton Reservoir_ 9,900 m. g. (usable) 

Berlin Reservoir____5,400 m. g.(usable) 


Total___15,300 m. g. (usable) 

Therefore, the slope of the line must be changed to AM, so as to be at no place 
further from the curve than EF = 15,300 m. g. The slope of the draft line 
through the origin is now changed so as to make it parallel with AM and the 
resulting possible rate with available storage is found to be 129 million gallons 
per day. 

Deducting the seepage and evaporation we have a daily flow of 110.5 million 
gallons at present. 

To Determine the Flow from Milton Alone 

By substituting for EF the storage of Milton Reservoir, 9,900 million gallons, 
and constructing a new rate line we find that this reservoir is capable of supply¬ 
ing 99 million gallons during the period investigated. Leakage from Berlin 
Reservoir will be eliminated and owing to the decrease in water area evaporation 
will be reduced to 5.5 million gallons per day. The seepage from Milton may be 
taken as 1 million gallons per day, and the net yield if properly regulated will 
be 99 minus 6.5 = 92.5 million gallons per day available from Milton Reservoir 
alone or only 18 million gallons per day less than will be obtained by the construc¬ 
tion of the Berlin Dam. 

Expressed in another way the construction of the Berlin Dam will increase 
the value of the Milton watershed 16.7%. The same amount of money can 
secure larger results if first expended on other parts of the project. 


The Value of the Berlin Reservoir as a Detention Basin 

The Berlin Reservoir when constructed may be considered as forming with 
the Milton Reservoir a single reservoir of 15,300 million gallon capacity and re¬ 
garded thus, without the construction of the canal and the other reservoirs the 


—79 










Berlin reservoir would give an immediate increase only of 18 million gallons per 
day, in the driest period we have had since 1885. The cost of Berlin Reservoir 
would be about $1,200,000 at present prices. 

On the basis of interest and sinking fund charges the cost of this water would 

97300 

be $97,300.00 per year = -- - = $15 per million gallons. This is a low price 

lo Xod5 

to pay for water, for domestic supply. As a storage reservoir alone it is worth 
while constructing the Berlin Reservoir, and also as a part of the larger scheme it 
would be valuable as a detention basin as it would allow reducing the cross-section 
of the Canal from Milton to the point where the West Branch diversion canal 
joins the main canal whereby a considerable saving in excavation and also in the 
cost of structures can be achieved. 

For reasons gone into more detail in Appendix “C” it is not however, recom¬ 
mended that the Berlin Reservoir be the first work undertaken; the Eagle Creek 
Reservoir gives more economical storage and is nearer to the point of consump¬ 
tion than is the Berlin Reservoir. 


— 80 — 



APPENDIX B 

LAKE ERIE AND OHIO CANAL AND ITS RELATION 
TO WATER STORAGE IN THE MAHONING 

VALLEY. 


— 81 — 






APPENDIX B 


Lake Erie and Ohio River Canal and Its Relation to Water Storage 

Problems in the Mahoning Valley. 


The possibility of the construction of a navigation canal through the Mahoning 
and Mosquito Creek Valleys affects our problem in two particulars: (a) Water 
demands for lockages; (b) Large structures for passing the navigation canal over 
the waterway of the Mahoning Sanitary District must be provided. In this 
Appendix the ability to harmonize the interests of the Navigation Canal, and of 
the Sanitary District, is discussed. 

Projects to affect a navigable waterway between the Ohio River and Lake 
Erie have been discussed and surveyed ever since George Washington laid the 
first plans. One hundred years ago, the State authorities were interested to the 
extent of thoroughly investigating all routes, amongst them the one now desig¬ 
nated as the Mahoning-Grand River route. The routes outlined in this report, 
have been practically followed in later reports. In general, these routes have 
started from the Ohio at the mouth of Beaver River at Beaver; thence up the 
Beaver River to the junction of the Mahoning and Shenango Rivers; thence up 
the Mahoning to Niles; thence up Mosquito Creek and over the divide; thence 
through the Grand River basin by one of several routes, to Lake Erie. A reser¬ 
voir on Mosquito Creek will be part of the summit level of the canal. The early 
report, as well as the 1905-6 report of the Lake Erie and Ohio River Ship Canal 
Company by Emil Swennson and Thomas P. Roberts, indicates an alternate 
route via Warren which we judge would go up the Mahoning River to the mouth 
of Chocolate Run, thence over the divide, and down Mud Run. 

The most recent report is that of the Lake Erie and Ohio River Canal Board 
of Pennsylvania, filed June 28, 1917, wherein the Mosquito Creek route is finally 
recommended, although the practicability of the route through Warren, Choco¬ 
late Run and Mud Run is recognized. 

DISCUSSION OF SUPPLY OF WATER FOR LOCKING PURPOSES 

No suitable site for a storage reservoir for locking water exists on the water¬ 
sheds traversed by the Lake Erie and Ohio Canal, since the reservoir must be 
located sufficiently high to enable lock water to be fed into the canal when the 
Mosquito Creek reservoir is at its highest; this reservoir will be part of the 
summit level of the canal. It should be borne in mind that the Mahoning Valley 
Sanitary District proposes to utilize the water from this reservoir only for main¬ 
taining river flow, since the large amount of shallow flowage in the reservoir 
will affect the potability of any water stored therein. 

The Lake Erie and Ohio Canal Board of Pennsylvania recommended that the 
canal be served from an impounding reservoir not far from the New York State 
line, on French Creek (a Pennsylvania stream tributary to the Allegheny) and 
that the supply so obtained supplemented by part of the flow from the Cusse- 
wago and the Shenango Rivers, should be stored in a series of reservoirs having 
a total storage for the system of 22,034 million cubic feet or 164,500 million 
gallons, in addition to the storage capacity of the Mosquito Creek reservoir, 
which though built as a part of the scheme would not have been counted on for 
storage purposes. The water was to be conveyed to the summit-level of the 
Ship Canal on the Mosquito Creek-Grand River divide in a series of feeder 
canals having a length of from 45 to 50 miles. The supply of 8,000 million cubic 
feet per year or 174 million gallons per day was estimated to be sufficient to 
lock 38 million tons per year. 

Experience would indicate that this rate of tonnage will not be reached for 
many years. For instance, the New York State Barge Canal cost 8130,000,000.00 
and is designed to care for 10,000,000 tons per annum, yet at present, 16 years 
after its authorization, it carries barely 1,000,000 tons. If the rate of tonnage 
is less, the water demands will be less. 


— 83 — 



The query naturally occurs: why build expensive works to furnish water 
which will not be needed for many years to come. It may be deduced from the 
estimates of cost by the Board that $10,000,000 (out of $65,000,000 total) 
will be required for works to supply water. Obviously, this ship canal project, 
which promises such facilities to towns of the Mahoning Valley Sanitary District, 
should be advanced to construction as soon as conditions warrant. Such advance 
would certainly be quickened, if 16% could be deducted from the first cost, by 
using the water storage facilities to be provided by the Mahoning Valley Sani¬ 
tary District, until traffic warrants going to the more distant French Creek and 
Shenango River supplies. 

Considerable catchment area for demands of lockage can be obtained by 
carrying the canal along the east side of the Rock Creek Valley and storing the 
water so obtained in the Mosquito Creek reservoir until needed. 

Another possible site in Jefferson County, Andover Quadrangle on the Lake 
Erie watershed, exists for a small reservoir on Mill Creek. This has a catchment 
area of 44 square miles and a reservoir capacity of 18 million gallons. The 
reservoir has an area of 0.53 square miles at Elevation 940, the length of the dam 
being 550 feet. Supplemented by these relatively small supplies the reservoirs 
of the Mahoning Valley Sanitary District might be capable of delivering sufficient 
water not only for their immediate purpose as outlined in the main report, 
but also for use as locking water, in the early years of operation. According to 
the “Report of the Lake Erie and Ohio Canal Board of Pennsylvania,” Mill 
Creek is used as part of the feeder system, by which the waters are to be conveyed 
from the French Creek reservoir system to the Lake Erie and Ohio River Canal. 

In comparing routes up Chocolate Run and Mosquito Creek, it should be con¬ 
sidered that feeder lines from Mill creek reservoir would have to be 5 miles longer 
to feed the level where the Lake Erie and Ohio Canal crosses the Chocolate 
Run-Grand River divide, than the corrseponding point for the Mosquito 
Creek divide. 

The feeder might be shortened several miles were the canal located within 
three miles of the reservoir near Jefferson; but the section would have to be deep 
enough to give sufficient draft for navigation when the water level in Mosquito 
Creek is drawn down; this would result in the excavation for the Ship Canal 
on the summit section being excessive. 

POSSIBILITIES OF A COMBINED SCHEME 

It is possible that some mutually satisfactory scheme for harmonizing the 
demands of the Navigation Canal and of the Sanitary District, may be worked 
out along the following lines:—The Mahoning Valley Sanitary District might 
draw its supply partially from Mill Creek which is fed from the large French 
Creek system when the Mosquito Creek reservoir is low, and might supply water 
for locking when the Mosquito Creek reservoir is high. In years of average 
rainfall the Mosquito Creek supply can be maintained by bringing additional 
water from the Upper Mahoning provided the Mahoning Valley Sanitary Dis¬ 
trict canal be made as large as the report contemplates. For this reason, though 
it would appear that for the purposes of the Mahoning Valley Sanitary District 
the capacity of the canals of the Mahoning Valley Sanitary District need not be 
more than 200 or 300 m.g.d., the structures i. e., culverts and bridges have been 
designed on a 600 m.g.d. basis for safety in order to be ample to meet the demand 
for additional water for locking purposes for the Lake Erie and Ohio Canal if 
built. In the final study the design for these structures can be reduced if the 
canal project is abandoned. 

ADVANTAGES OF COMBINING THE TWO SYSTEMS 

The advantages of being able to replenish Mosquito Creek Reservoir from 
areas as widely separated as French Creek and the Upper Mahoning are consider- 


— 84 — 


able. Local seasonal irregularities in rainfall on one area might be partially compen¬ 
sated for by a more nearly normal run-off from the other area and the residuum of 
stored water carried over from year to year as a margin of safety might be 
proportionately reduced. 

A portion of the storage capacity on both areas can then be used for flood 
regulation. If the six thousand m. g. capacity on the Milton area and the 
four thousand m. g. capacity on the Eagle Creek are all allocated to flood con¬ 
trol, and the surplus is discharged into the river after each flood at the rate of 
say 1,000 m.g.d. till there is again 10,000 m.g. capacity available (i. e., space to 
store 10,000 m. g.) to take the peak off the next flood, the crest of the flood dis¬ 
charge for the whole area will be smoothed out to 50% of that at present found 
on the Mahoning at Youngstown and many smaller floods will be completely 
eliminated. 

If these reservoirs be used for the minimizing of floods as outlined above, then 
after the spring flood season has passed in an average year, the reservoirs will be 
filled by the heavy flows of May and June. In one year in ten, if so used it may 
not be possible completely to fill the reservoirs late in the season, but if the French 
Creek area is linked up with the Mahoning the chance of this causing inconven¬ 
ience is greatly reduced. 

Should the Lake Erie and Ohio Canal develop French Creek as a collecting 
area, with storage in Pymatuning reservoir, the necessity of the large section 
canal from the Milton Reservoir to Mosquito Creek via Eagle Creek will be less 
pressing and probably a 200 m. g. d. canal would suffice because the Mosquito 
Creek Reservoir which constitutes 66 per cent of the available storage of 65,000 
million gallons could be replenished from the French Creek area as well as from 
the Upper Mahoning. 

Similarly the availability of stored water from the Upper Mahoning will make 
it possible to effect a saving in the cost of construction of the series of feeders from 
French Creek to supply the Lake Erie and Ohio Canal. 

From a broad engineering point of view, there is very little difference in 
value between the Mosquito Creek location and that of Chocolate Run. The 
Chocolate Run location is however of much more value to Warren and should 
therefore be pushed by the citizens of Warren themselves. Furthermore, as the 
importance to Warren of getting on to the main line of the canal is considerable, 
when the Mahoning Valley Sanitary District becomes a going concern, the design 
of the work, should be such as to encourage the location of the Lake Erie and Ohio 
Canal through Warren. This has been taken into consideration, in designing 
structures. 


— 85 — 



. 


























. 





















- 































J 

































APPENDIX C 


DISCUSSION OF THE ECONOMICAL CAPACITY 

OF THE CANAL 


— 87 — 



APPENDIX C 

DISCUSSION OF THE ECONOMICAL CAPACITY OF THE CANAL. 

The Canal has been designed throughout its length to convey 600 m.g.d. 
The reasons for this are brought out on page 21 of our report, and need not be 
repeated here except to accentuate the fact that the chief function of the canal 
will be the diversion of flood waters from the Berlin-Milton watershed (which 
constitutes 66% of the catchment area of the Mahoning Valley Sanitary District) 
to the Mosquito Creek Reservoir, which contains 60% of the utilizable storage. 
Therefore, the larger the canal, the greater the proportion of the flood waters from 
the chief catchment area which can be conveyed to the chief storage reservoir. 
This truism, of course, has economic limitations, to the discussion of which this 
Appendix will be devoted. 

In years when the run-off is large, some of the water has to be run to waste 
over spillways. This waste averages 20%; it is not worth while accumulating 
and storing for more than two or at most three years. 

CANAL CAPACITY VS. RESERVOIR STORAGE 

Our studies of this relationship have been to a large extent aided by a diagram 
prepared by F. H. Hapgood in connection with investigations for the water 
supply for New Britain, Conn., where a similar problem was encountered. 

The following textual abstracts and Plate XlV are taken from Mr. Hapgood’s 
article in Engineering News-Record, July 22, 1920. 

“The capacity of a diverting conduit depends upon three variables: (1) The 
size of the stream measured by its average annual flow; (2) The portion of the 
total flow of a stream that it is desired to divert, and (3) The size of the retarding 
reservoir that it is convenient to build at the inlet end of the conduit. The best 
method of finding out the relations existing between several variables is by means 
of a diagram. Points on this diagram were found by computing the amount of 
water that would run to waste. If an assumed rate of draft drew water from an 
assumed retarding reservoir that was being filled by the flows recorded for the 
Manhan River, the quantity of water diverted would be the difference between 
the total flow and this computed waste. 

“In these computations the following assumptions were made: (1) It was 
assumed that the conduit was always wide open. (2) The retarding reservoir 
was considered large enough to take care of the hourly fluctuations in flow. 
(3) If any water was left in the retarding reservoir at the end of the 19 year per¬ 
iod, it was assumed that the period would repeat itself and the computations were 
continued by starting again with the earliest year, but with the reservoir con¬ 
taining the water left in it at the end of the last year, and by computing the amount 
wasted until the reservoir was emptied thus starting and ending with an empty 
reservoir. 

“By expressing conduit and reservoir capacities in terms of average flows, 
the results were reduced to a common basis and became generally applicable to 
similar watersheds. From these results the curves shown herewith were plotted. 
Logarithmic probability paper was used because the lines appear straighter on 
it than on any other. The line on the diagram labeled “lower limit,” simply 
shows that where the conduit capacity is less than the average flow of the stream 
it is impossible to divert the whole stream through that conduit, the largest 
amount of course being equal to the capacity of the conduit. As this approaches 
the average flow of the stream, the size of the retarding reservoir necessary to 
make diversion equal to conduit capacity becomes very large.” 

It must be understood that the invert of the canal at the Milton dam and at 
Eagle Creek dam is at the elevation of low water in the reservoir; and that flow, 
when the reservoir level stands above the high water surface in the canal, can 


— 89 — 


be maintained at practically uniform depth, by throttling the head-gates, either 
automatically or manually. 

The use of the Hapgood diagram means a large saving of time on this report, 
at the expense of a possible error due to the fact that his diagrams are deduced 
from flow records of the Manhan River, which is used for the water supply of 
Holyoke, Mass. This stream has a catchment area of 13 sq. miles, long and nar¬ 
row in the ratio of 3 to 1, and is mountainous in character with precipitous 
slopes. There are practically no water surfaces. Sixty-five percent of the area 
is forested. All conditions but the last, point to a rapid run-off. On the other 
hand, the relatively great expanse of the Mahoning watersheds (say 20 times as 
large) with gentler slopes would indicate a less rapid run-off. Therefore the use 
of Hapgood’s diagram undoubtedly results in somewhat larger sizes of canal, 
than would be computed from tedious and laborious analyses of the flow data 
derivable by the methods of Appendix A. We believe that the scope of this 
investigation justifies the use of whatever time saving devices come to hand. 


Detailed Calculation of Capacity of Canal required to handle Flood 

Waters from Milton Dam Alone. 


The Canal in this locality would naturally be the portion of the canal with 
the smallest cross-section. Herein we discuss cross-sections possible with smal¬ 
ler capacities than the 600 m.g.d. capacity used. 

The paucity of data renders calculations of capacity in places only approxi¬ 
mate, and, until additional information has been collected, the figures will be 
subject to revision; for purposes of preliminary estimate they may be taken as 
sufficient. 

The conditions at Milton Dam are:— 

Average daily yield_,_(Plate 13) 165 m.g. 

Total annual flow_ 60,200 m. g. 

Capacity of Milton reservoir_ 9,900 m. g. 

Ratio of Reservoir capacity to annual flow_16.6% 

In obtaining the capacity of canal required we must take into consideration 
the fact that part of the water at certain seasons of the year can be used at 
the Milton Dam to regulate the flow of the Mahoning. This water therefore 
does not have to be passed down the canal at all, and can be deducted. An in¬ 
spection of gaugings at Milton dam (Pricetown weir) warrants placing the 
quantity that must be passed directly into the stream to benefit parties above 
Warren, at 50 m. g. d. Therefore the capacity of the canal as required by Plate 
XIV, may be cut down by 50 m.g. The construction of the Berlin reservoir 
will reduce further the canal capacity required. 

Entering Plate XIV with the above data we find that to divert 90% of the 
flow, the capacity of the channel must be 1.20 Average flow; to divert 95% water, 
capacity of channel = 1.5 Aver, flow; to divert 99% water, capacity of channel 
= 2.3 Aver. flow. 


Assuming the stream flow to be regulated to 200 m.g.d. the flow from the 
uncontrolled area must be supplemented from one of the reservoirs whenever 
the yield from the uncontrolled area falls below 200 m. g. d. 

We then derive the fact that, for an assumed required diversion of 90% of 
the flow, the capacity of the canal headworks must equal 1.20X165 or 198 m.g.d.; 
openings should be proportioned for this. The capacity of Canal should be 
therefore 148 m.g.d. (= 198 — 50). 

To use 95% of flow, capacity of headworks equals 1.5 average flow, which 
equals 246 m.g.d. Capacity of canal equals 196 m.g.d. (= 246 — 50). 

The foregoing figures are based on the curves of the Manhan catchment 
area; and should be checked with the help of data applying to the Milton area. 
The run-off records for this watershed which exist are open to suspicion; there 
appears to be an error in the rating curve for the Pricetown Weir. Recourse 


— 90 — 






Ratio or Channel Capacity Tfc Average Flo 1 


i 































































































































































































































































































































































































must then be had to the deduced flow, in Table VIII, Appendix “A.” 

In this problem we are interested only in a dry year, as the floods of a wet 
year provide more water than can be caught; the surplus water must needs be 
wasted. It is therefore, unnecessary to provide a section of canal sufficient to 
handle a large percentage of the run-off in a wet year; but it is essential that 
in a dry year, every available drop of water be conserved and used. Let us 
make a close study of the dry period, 1885-1889, previously analyzed in Appen¬ 
dix A. 

EXAMINATION OF CANAL CAPACITY BY TABULATING MONTHLY 

FLOWS 

In the dry period of 1885-1889, we find the reservoir system would have been 
most heavily drawn on in 1888. 

This period will be examined by tabulation, using the computed monthly 
yields for Appendix A (See Table XI). Column 1 is the month. Column 2 is 
obtained from Table VIII Appendix A.—“Computation of Total Monthly 
Yields”—by multiplying the yield for the whole area of 465.8 square miles by 
.588 to reduce it to the yield of 274.1 square miles, the assumption being made 
that run-off at points above Youngstown is proportional to the catchment area. 
From this should be deducted the river regulation water that must be discharged 
through the sluices at Milton; which quantity is obtained by deducting the monthly 
flow of the uncontrolled catchment areas given in Table IX, Appendix A, from the 
monthly regulated flow required. For Jan. 1888, this gives 6200 — 3643 = 2557 
This assumes of course that all river demands are met by Milton Reservoir. 

The results of this subtraction are placed in Columns 4 and 5. In the 4th 
column is the excess yield which has to be either stored in the Milton Reser¬ 
voir or diverted by means of a canal. The 5th is the deficiency. 

The next step is to try canal sections of varying capacity and ascertain what 
storage is required in order to save the water the canal can not take. In any 
month where “Excess to be stored or diverted” exceeds 200 X 31 = 6200 m.g. 
the difference would be obviously caught in storage. For December 1888, for 
instance, 6932-6200 = 732. 

Column 6 shows that a 200 m.g.d. canal would require a storage capacity of 
3,992 m.g. to retain the excess during the period studied. 

Column 7 shows that a 150 m.g.d. canal would require 11,265 m. g. storage. 

Column 8 shows that a 100 m.g.d. canal would require 21,017 m. g. storage. 

With no canal all the water would have to be stored; in the period Nov. 1, 
1889, to July 1, 1890, this total = 43,927 m. g. To take the maximum monthly 
flow of 7920 in Jan. 1889 without carrying any over to the next month would 
require a canal capacity of 255 m.g.d. Plate XV has been plotted from these 
figures. 

Two errors were ignored in the approximate analysis on which this table is 
based; viz; seepage losses and evaporation losses. These may amount to as much 
as 5,000 m.g. in the 18-month period considered. This is based on the data of 
Table IX reduced in the ratio of areas. In other words, with these losses, storage 
required for no canal should be revised to 38,927 (43927 — 5,000) since these 
losses will increase our accomodations a corresponding amount. Continuing this 
logic, a 200 m.g.d. canal would require no storage; this we know to be fallacious, 
inasmuch as flood flows of short duration which are ignored in our monthly 
records, could not be taken by a 200 m.g.d. canal. 

The use of monthly records, we proved in Appendix “A” may cause an error 
of 9,510 m.g. in three years on a watershed 1.5 times as great as the Milton- 
Berlin watershed. Reduced to the terms of our time interval and area, this error 
would be about 3200 m.g. deficiency in storage. Therefore, the errors in our 
methods in computing Table XI, tend to compensate. The canal would, then, 
have been designed for 200 or 250 m.g.d. but for reasons given on page 12 and 
page 21. 


— 91 — 


EXAMINATION OF CANAL CAPACITY BY TABULATING 

DAILY FLOWS 


Assuming that the flow at Milton is at all times proportional to the flow at 
Youngstown, it is possible to tabulate the daily flow of the Mahoning and anal¬ 
yze it in the same way as in Table XI and thus calculate the canal capacity 
more closely. 

The first process will be to obtain “Q”, the daily discharge at Youngstown. 
The discharge at Youngstown may be computed from the U. S. G. S. gauge 
readings at Youngstown by means of the rating table on Page 61 of U. S. 
G. S. Water Supply Paper No. 128, reproduced as Table II, in Appendix “A”. 
These are for an area of 958 square miles. 

Planimeterings of the area in this office give an area of 1013.5 square miles, 
which we have used in computations in this Appendix. Divide the discharge 
by 1013.5 to get the discharge per square mile. The discharge for the catchment 
areas and the uncontrolled areas have next to be computed by multiplying by 
the corresponding areas in square miles. These areas are listed in Appendix “F ,f 
page 132. In the case of the Berlin-Milton controlled area the discharge “A” 
= Q X 274.1 second feet. In the case of the Berlin-Milton, Eagle Creek anj 
1013.5 

West Branch area the discharge “B” = Q X 464 

1013.5 


In the case of the Berlin-Milton, Eagle Creek and Canal Area the discharge = Q 
X 385. 

1013.5 


The flow from the uncontrolled areas above Warren and Niles must also be 

calculated. The discharge from the uncontrolled areas above Warren = Q X 

233 . 363 

The discharge from the uncontrolled area above Niles = Q X 


1013.5 


1013.5 



CURVE SHOWING RELATION BETWEEN 


canal capacity and reservoir capacity 


TO ACCOMPANY REPORT OF ALEXANDER POTTER 


TO THE CITY' OF WARREN.OHIO 


30.000 


loo 


150 


loo 


— 92 — 

















































































































Tables for each catchment area must now be made up to cover the following 
conditions. 

If the discharge from the uncontrolled area is more than sufficient to supply 
the demands of river control, seepage, and evaporation, the surplus cannot be 
stored. If it is insufficient, the deficiency must be made up by taking the water 
from one of the storage reservoirs or from the flow of the controlled area. There¬ 
fore, the discharge of the uncontrolled area may be deducted from the amount 
required, for river demand. If the result is negative this means that water is 
running to waste on the uncontrolled area. If the result is positive this figure 
gives the amount of water that must be withdrawn from the controlled supply 
to make good the deficiency. This in turn should be subtracted from the discharge 
of the controlled area under consideration in order to obtain the gross accumu¬ 
lation. Subtracting a negative means an accretion to the gross accumulation. 

Now this gross accumulation will be drawn on by the canal and thereby 
continually altered. Taking a trial capacity for the canal, we can obtain the 
storage required to handle the water that the canal cannot take by deducting 
the trial capacities from the gross accumulation on each day, and totaling the 
net accumulation that remains in the reservoir. Thus the amount of water 
to be stored in the reservoir in that particular year is computed. 

This tabulation is tedious and costly and until occasion arises for such re¬ 
finement it should not be undertaken. Calculations made for the spring months 
of the year 1904 indicate that considerable time would be required to complete 
the calculations. Forms, however, have been prepared in order that the 
calculations may be made with the minimum delay, at a later date. 


WATER FROM WEST BRANCH DIVERSION AFFECTS SIZE OF THIS 

CANAL 

The capacity of the canal has to be enlarged to 600 m.g.d. if it is intended to 
take in the surplus water of West Branch. No site on West Branch could be 
found where a large storage reservoir might be economically constructed, but 
an intercepting weir located about 2 miles west of the point where the proposed 
canal from the Milton Dam crosses West Branch could be cheaply constructed, 
to obtain with a high water elevation of 928 a storage capacity of 600 m.g. 
(one day’s flow). The particulars of the reservoir are 

Area_ 300 acres 

High water level_ 928 

Average depth_6 feet. 

The particulars of the West Branch catchment area are:— 

Area_95 sq. miles 

Average daily flow_57.5 m. g. d. 

Total Annual flow_21,000 m. g. 

The storage_2.8% Annual flow. 

Then using Plate XIV, a 600 m.g.d. canal can divert 98% of annual flow, and a 
400 m.g.d. canal can divert 96.5% annual flow. 

With a 600 m.g.d. canal from West Branch, at periods of maximum flow, no 
water from Milton can be accommodated in the canal below West Branch as de¬ 
signed (on page 90), for 250 m.g.d. In this case, the water from the Upper Mahon¬ 
ing must be stored in Milton reservoir until the West Branch has ceased filling 
the canal; and the canal from Milton to West Branch siphon would have to be 
enlarged from 200 m.g.d capacity to 600 m.g.d. capacity to draw down Milton 
dam for the next flood; on the other hand, with a 400 m.g.d. canal, Milton 
reservoir could be operated as usual. Some intermediate design is probably the 
best. As soon as Berlin Reservoir is constructed, the canal from the Milton 
reservoir becomes unnecessarily large for passing floods. Probably the best 
combination would be to provide a 200 m.g.d. canal from Milton to West Branch 
Junction; a 500 m.g.d. canal from West Branch intake to West Branch Junction, 
and a 600 m. g. d. canal from West Branch Junction to the Eagle Creek. This is 


— 93 — 










based on consideration of the fact that when Berlin Reservoir is constructed the 
Milton-West Branch section of the canal can be reduced from 200 to 160 m.g.d. 
capacity if West Branch is not developed. 

WEST BRANCH-EAGLE CREEK CANAL AND EAGLE CREEK 

SPILLWAY LEVEL 

The capacity of this portion may be reduced to 500 m.g.d., the reduction in 
the amount of water diverted being only 1% (i. e., from 99% to 98%). Eagle 


—94 

































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































































Creek Reservoir should be sufficient to give a uniform flow throughout the year 
of 72 m. g. d. with an effective catchment area of 190 square miles and a storage 
of 6755 m.g. Plate XVI, however, indicates that the highest economical develop¬ 
ment of this West Branch-Eagle Creek area is reached with a storage capacity 
of between 10,000 and 12,000 m. g. when a flow of 90 to 100 m.g.d. could be 
expected from this area. 

Were it not intended to construct the Mosquito Creek Dam as part of the 
canal system, it would be worth while making a more extended investigation with 
a view to raising the high water level above elevation 920. 

This level is the highest that may be used without backing water up in the 
canal (when the reservoir is full); this is no reason why it should not be raised 
slightly, as during the early part of the floods (when the reservoir is low) water 
can be delivered to Eagle Creek reservoir at maximum rate, and later, when the 
reservoir approaches fullness, water from the Eagle Creek catchment area can be 
collected, and water still delivered from the canal (although at a reduced rate), 
provided the banks of the canal are raised to correspond with the revised spill¬ 
way level; as most of the canal is located in cut, this will be small. The capacity 
of the canal is not reduced much until the water level in the reservoir rises to 
923.5. 

The water in the canal would be backed up, but the increased area would 
compensate for the loss of fall, and the canal capacity would not be reduced, 
until the elevation of high water was reached. 

The mass-overflow type of dam has been selected and worked up in detail 
for Eagle Creek; the fact that alternative designs are possible should not be lost 
sight of. If it is decided to raise the overflow elevation of Eagle Creek reser¬ 
voir, it might be found advantageous to construct the high part of the dam as a 
non-overflow dam, either earthen, gravity concrete, or multiple arch, and to 
place a spillway on the saddle 2000 feet north of the high section of the dam. 
This saddle has an elevation between 923 and 918 for over 3000 feet, and a spill¬ 
way could be cheaply constructed, particularly if the rock lies close to the surface. 
Borings should be made here before finally fixing the design. 

The present design, however, has the great advantage, that, should it be 
decided to raise the dam in the future, it can be done with a minimum of diffi¬ 
culty and expense by altering the structure into a non-overflow type and con¬ 
structing a new spillway along the saddle. 

Capacity of Section from Eagle Creek to Young’s Run 

The fact that Eagle Creek spillway as at present designed is level with the 
hydraulic grade line of the canal at Eagle Creek prevents a great part of the 
storage capacity of Eagle Creek being of any value as a detention basin for the 
flood water that is collected in the Milton area, and West Branch, with a view 
to storing it temporarily in Eagle Creek, and running it off more slowly to Mos¬ 
quito Creek. To ascertain the exact capacity available an investigation including 
gauging and tabulating the daily flows in Eagle Creek and West Branch, would 
have to be made. Had construction to be started at once, a capacity of between 
350 and 450 m. g. d. on this section would be recommended as a minimum, or 
else, the structures might be designed on this basis, and a smaller section used in 
the excavated portions of the canal; skillful regulation of the flow at Eagle Creek 
and Milton, might make a smaller capacity ample. 

Should the Eagle Creek Dam be constructed before the Mosquito Creek Dam, 
a pipe line could be run from Eagle Creek through Warren to Youngstown, with 
a capacity of 50 m.g.d. This is sufficient for the present requirements of Warren, 
Niles and Youngstown. 

The preceeding paragraphs have been devoted to a discussion of the capacity 
required in the various sections, and the economies obtained by reducing the 
cross-section of the canal at the cost of being unable to divert a small percentage 
of the flow, in certain cases. In some sections a reduction of 60% of the capacity 
may be possible, which may save as much as 30% in the earthwork quantities. 


— 95 — 


In other sections no reduction is considered worth while; in no case has the capa¬ 
city as used in the designs been found insufficient. It is not at present considered 
advisable to recommend the design of structures with smaller waterways than 
the reduced section at present proposed. 

Canals of different capacities may be combined in innumerable ways to meet 
various demands for river regulation; these combinations may be equally effi¬ 
cacious; so that the final choice will be based mainly on economy. 

Below we indicate two combinations of canal capacities. Column A is for a 
project having canal capacities in the different stretches as indicated. These 
waterways may be operated to give a variable discharge to the river averaging 
330 m.g.d. and a maximum discharge of 450 million gallons per day. For aver¬ 
age conditions, all water can be fed to the canal effluent works from Mosquito 
Creek. For maximum demand conditions, including 100 m.g.d. for municipal 
water supply, water can be fed from Milton sluices, Eagle Creek sluices and Canal 
Effluent Works; 330 plus 200-100 equals 430 m.g.d., being available from the 
last. Column B gives corresponding capacities of sections which may be operated 
to affect a river discharge of 300 m.g.d. constantly. 


A B 

Milton to West Branch Junction_ 160 500 

West Branch Intake to West Branch Junction_ 500 500 

West Branch Junction to Eagle Creek_ 600 600 

Eagle Creek (Spillway Elevation 920) to Canal Effluent Works 400* 400* 

Eagle Creek (Spillway Elevation 923) to Canal Effluent Works 200* 250* 

Canal Effluent Works to Mosquito Creek_ 330 300 


*Municipal supply pipe to be deducted if built. 

REDUCTION OF CANAL SECTION BELOW EAGLE CREEK BY THE 
INTERCEPTION OF FLOW OF YOUNG’S RUN 

The Mosquito Creek catchment area is so small (96.8 square miles) in com¬ 
parison with the capacity of reservoir, that can be constructed on the watershed 
(43,232 m.g.) that additional water must be diverted into it, in order to utilize 
this ample storage basin to the best advantage. The scheme tentatively adopted 
is to convey sufficient water from the Upper Mahoning and its tributaries. 
Water enough can be obtained from this source, provided the canal section is made 
sufficiently large. The inclusion of flood water from Young’s Run would re¬ 
duce the capacity of the canal above this point required to assure a certain 
flow in the river; but the complications introduced make it hardly worth while. 
Careful comparative estimates should, however, be made before finally deciding 
not to include Young’s Run; changes in other parts of the scheme may make a 
change in policy here worth while. 

Hydraulic Grade Line of Canal. 

To prevent excessive velocities (limited to 2.5 ft. per sec.) which would cause 
serious scour in earth sections, the hydraulic grade of the canal must not be 
more than 1 foot to 7/10 foot per mde. The canal must also be designed to re¬ 
ceive or deliver water at certain levels at certain controlling points, which are:— 

1. Milton Canal intake. 

2. West Branch Canal intake. 

3. Eagle Creek Spillway. 

4. Canal Effluent Works. 

5. Mosquito Creek spillway. 

Taking these in reverse order. The topographical features limit the top 
elevation of Mosquito Creek Dam to 910. The canal effluent works can be varied 
to suit the conditions but 913 is very satisfactory. 

The Eagle Creek spillway can not be advantageously raised above 923.5, 
but an economical dam can be built anywhere between this and 920. 

— 96 — 






The West Branch Intake should be as low as conditions will permit; 928 is 
the top water level provisionally adopted. Careful examination of the site 
may make it possible to reduce this 6" or a foot. 

The Milton Intake is the point capable of most adjustment. As in the pre¬ 
sent scheme the construction of the canal from Milton to West Branch, is to 
be postponed, until nearly all other parts of the project are completed, ample 
time is available for careful study of this part of the work, before starting con¬ 
struction. Savings in construction costs on this section, will amply repay the 
study. Many designs are possible, but broadly stated they may be divided into:— 

(1) A low-level canal of large capacity (600 m.g.d.) This location will be 
required if the Ship Canal is located up the Valley of Chocolate Run. 

(2) A high-level canal of large capacity (600 m.g.d.) 

(3) A low-level canal of smaller capacity (200 m.g.d.) 

(4) An intermediate design. 

The presence or absence of rock, and of pervious beds in the cuts are deciding 
factors between these types. Before comparative estimates can be made up for 
final decision, these conditions must be investigated. However, geological condi¬ 
tions are not the only factors. The designs have the following characteristics 

(1) The low-level, high-capacity canal would be economical, if the water from 
Milton is to be used either for locking water in the Lake Erie and Ohio Canal, or 
for power development along the line. 

(2) The low-level, small capacity canal, will enable practically all water 
stored in Milton Reservoir to be used for municipal purposes if necessary. 

(3) The high-level, high-capacity canal, will only permit 75% of the stored 
water to be used for Municipal purposes, but will permit a power development 
at Newton Falls of 300 H.P., good for 24 hours service. 

Cross Section of Canal 

In selecting cross sections for a canal capacity of 600 m.g.d., a depth of 10 
feet was chosen. Some economy may be obtained in the design of the siphons 
by using a deeper cross section, of the same cross sectional area, in the canal 
approaching the siphon. The dimensions of cross sections with equivalent 
areas and different depths (the side slopes remaining unchanged) are given below. 



Bottom 

Bottom 


Width 

Width 

Depth 

10' 

in Fill 

in Cut. 

20 

25 

IT 

14.66 

20.59 

12' 

9.33 

16.25 

13' 

4.77 

12.60 

14' 

0.57 

9.29 

15' 

_ 

6.25 

16' 


3.81 

17' 

_ 

0.83 


All changes in cross section require corresponding changes in the hydraulic 
grade line; this refinement is not considered necessary on the preliminary lo¬ 
cation. In the final location, after the presence or absence of rock in cuts has 
been established by systematic borings, and the alignment and capacities of 
the various sections definitely fixed, it will be worth while opening up the ques¬ 
tion again, redesigning where necessary the cross sectional areas of the canal; 
also making slight changes in the hydraulic grades by increasing the velocity in 
heavy cuts, say 10%; in rock cut, 20%; and reducing it say 20% in low fill and 
shallow cut, keeping the total fall between controlling points the same as at 
present. These changes in velocity, provided they are made very gradually, 
are unobjectionable from the hydraulic point of view and may achieve in them¬ 
selves a saving in cost of 3% or 4% on the excavation estimates. 


— 97 — 


In the preceding investigations canal capacities have been worked out on 
the assumption that a regulation with an absolute minimum of 300 m.g.d. for 
river and municipal demands is required. 

The same reservoir storage that would give an absolute minimum of 300 m.g.d. 
could be used to give under proper operation, i. e., feeding through sluices and 
from both canals at the Effluent Works, 400 m.g.d. minimum, in a year of heavy 
rainfall; 360 m.g.d. in an average year; and 270 m.g.d. in a year of exceptionally 
deficient rainfall. To get the best results from the latter method of operation 
somewhat larger canal capacities are required, as well as very skillful allocation 
of the flow between reservoirs. 

In the general design it is possible so to proportion the capacities, that stretches 
of the canal constructed last, can be modified in cross section to suit the method 
of operation decided upon. Comparative estimates including first cost and the 
operating cost on these sections of different schemes should be made before 
finally deciding which to adopt. 

Effect of Transference of Ground Water. 

The possibility of transference of ground water by percolation in certain 
parts of our area both to and from the canal must be borne in mind in designing the 
canal section as this may reduce the section in some cases. However, the increase 
of dry weather flow in this way will not effect the general design of the canal. 
This last statement applies to the section from Milton to Eagle Creek even with 
regard to details. 


TABLE XI 


Computation of Relation of Canal Capacity to Storage, for Milton 


Date 


Dam (Dry Period, 1888-1889). 


Yield for Defici- Excess Defici- 
month ency in To be ency to 
on 274.1 Regula- Stored be drawn 
sq. mi. tion wa- or di- from Mil¬ 
ter to be verted ton dam 
Deducted m.g. 


Net Accumulation 
for a Diversion 
m. g. d. 

200 150 100 


1888—Jan- 

4910 

2557 

2353 





Feb_ 

5900 

861 

5039 



389 

2139 

Mar- 

6018 

1302 

4716 



216 

1616 

Apr._ 

5864 

1183 

4682 

_ 


182 

1688 

May_ 

4895 

2435 

2460 


_ 

2130 

640 

June- 

3598 

3531 

67 




1933 

July.... 

2322 

4986 

_ 

2664 



5764 

Aug.- 

1760 

5512 

_ 

3752 




Sept- 

2210 

4988 

_ 

2778 




Oct- 

3582 

3772 

_ 

190 




Nov_ 

6510 

1021 

5489 


_ 

989 

2489 

Dec._ 

7100 

168 

6932 


732 

2282 

3832 

1889—Jan.._ 

7920 

_____ 

7920 

_ 

1720 

3270 

4820 

Feb._ 

7140 

_ 

7140 


1540 

2940 

4340 

Mar- 

6150 

1180 

4970 



320 

1870 

Apr._ 

6680 

716 

5964 



1464 

2964 

May_ 

5590 

1788 

3802 




702 

June- 

4585 

2884 

1701 





Storage required, 

m. g. .. 


. 43,927 


3992 

11,265 

21,017 


Owing to the fact that the flow is totalled by months, additional storage of 
at least 4,000 m.g. must be provided to regulate the flow within the month. 


—98 







APPENDIX D 


DESIGN 


— 99 — 










•1 ( 







APPENDIX D. 


i ' 


Design 

In this Appendix will be indicated (a) some factors which control the design 
of the main works and the appurtenant structures, (b) outline of methods of 
design. The structures contemplated will be briefly described as to function 
and composition. There is also included a list of drawings made to date, and now on 
file with the City of Warren; these indicate the extent to which the studies 
have been prosecuted. 

The success of the project depends on the economical collection of the water 
on areas of large yield, and its economical conveyance to areas of large storage. 

In a project of this magnitude although the reservoir sites are located fairly 
definitely, a great latitude exists in the size and location of the canal. Appendix 
C is devoted to canal sizes. Obviously the design of the appurtenant struc¬ 
tures will depend directly on the size and location of the canal; hence there could 
be numerous alternatives for each stream, highway and railroad crossing and for 
each other special structure. At this stage of the project, it would be too expen¬ 
sive to make a close cost analysis of the structures; on the other hand designs are 
needed to show the feasibility of the whole scheme and to indicate costs. There¬ 
fore, the designs on file (a few typical ones are herein reproduced) are not to be 
considered final; undoubtedly economies can be worked out when opportunity 
arises for close study of alternatives. In a few cases alternative designs have been 
presented, mainly to assure that the possibilities of such alternatives should not 
be neglected. 

The drawings prepared apply primarily to a “low-level canal,” with a capa¬ 
city of 600 m.g.d; all structures are also proportioned to pass this quantity. 
Estimates in Appendix E are based on these designs; also, they were used as a 
basis for comparative estimates for the alternate routes. 

The drawings prepared are:— 

(1) General Plan. 

(2) Location Plan in 11 sheets. 

(3) Location Profile in 5 sheets. 

(3A) Skeleton Profile. 

(4) Berlin Dam. 

(5) Canal Headworks at Milton Dam. 

(6) Kale Creek Siphon. 

(7) Canal Siphon under N. Y. C. R. R. and B. & O. R. R. 

(8) Siphon under Interurban R. R. & West Branch of Mahoning River. 

(8A) West Branch Intake. 

(9) Siphons under Erie R. R. 

(10) Eagle Creek Dam. 

(IOA) General Arrangement. 

(IOB) Spillway & Siphon. 

(IOC) Alternative Dam and Spillway. 

(11) Canal Effluent Works at Young’s Run. 

(12) Siphon under Pennsylvania R. R. 

(13) Canal Headworks, at Mosquito Creek Reservoir. 

(14) Mosquito Creek Dam. 

(15A) Standard Intake for Surface Drainage and Culverts. 

(15B) Standard Deep-Siphon Culverts. 

(16) Railway Bridges over Shallow Section of Canal. 

(17) Highway Bridges over Shallow Section of Canal. 

(18) Automatic Regulation Gates. 

(19) Standard Retaining Walls. 


-lOE 


The list of structures on the canal with their location and brief description 
notes follow: 


imber 

Station 

1 

1+00 

2 

38+00 

3 

40+00 

4 

58+00 

5 

88+40 

6 

109+60 

7 

120+00 

8 

126+00 

9 

134+00 

10 

140+00 

11 

151+00 

12 

157+50 

13 

188+20 

14 

190+00 

15 

209+30 

16 

225+00 

17 

228+50 

18 

232+00 

19 

238+00 

20 

249+50 

21 

252+00 

to 

257+00 

22 

268+50 

23 

282+00 

24 

285+00 

25 

340+30 

26 

369+00 

27 

403+00 

28 

437+70 

29 

454+30 

30 

454+80 

31 

488+00 

32 

521+50 

33 

546+20 

34 

583+00 

to 

593+50 

35 

604+00 

36 

626+00 

37 

653+00 

38 

676+00 

39 

710+00 

40 

744+00 

41 

781+00 

42 

803+00 

43 

843+00 

44 

853+00 

45 

868+00 


Description 

Canal Headworks at Milton Dam. Highway Cross¬ 
ing on Gate Structures. 

Small Branch of Kale Creek taken into canal. 

Concrete Highway Bridge 20 feet wide, skew 45° 
Clear Span 53 feet. 

Kale Creek Siphon. 

Branch of Kale Creek Siphoned under Canal. 48" 
dia. Siphon drop 5.76 feet. 

Branch of Kale Creek carried under Canal through 
84" dia. Culvert. 

Siphon under Canal 48" dia. 100 ' long. Drop 6.18 

Standard Intakes for Surface Drainage. 

Standard Intakes for Surface Drainage. 

Special 2-way Skew Highway Bridge, Span 53 feet. 

Standard Intake for Surface Drainage. 

Double 8' x 10' Siphon 100' long under R. R. 

Concrete Highway Bridges 20' wide, Span 37' 6". 


Concrete Highway Bridge 24' wide, span 37' 6". 

Siphon under double track Interurban R. R. & West 
Branch of Mahoning River. 

West Branch Intake and Canal. 

Concrete Highway Skew Bridge 20' wide, span 53 feet. 
Concrete Highway Bridge 20' wide, span 37' 6". 
Double 8' x 10' Siphon under B. & O. R. R. 

Concrete Highway Skew Bridge 24' wide, span 53 feet. 
Culvert 84" dia. under canal for West Branch No. 2 
of Mahoning River. 

Concrete Highway Skew Bridge 20' wide, span 53 feet. 
Double 8' x 10' Siphon under Erie R. R. 

Surface Intake. 

Concrete Highway Bridge 20' wide, Span 37' 6". 
Siphon Culvert for Surface Drainage 48" dia. 

Double 8' x 10' Siphon under Erie R. R. 

Concrete Highway Skew Bridge 20' wide, span 53 feet. 
Eagle Creek Dam. 


Concrete Highway Skew Bridge 20' wide, span 53 ft. 
Standard Intake for Surface Drainage. 

Concrete Highway Bridge 20' wide, span 37' 6". 
Standard Intake for Surface Drainage. 

Concrete Highway Skew Bridge 20' wide, span 53 feet. 
Concrete Highway Bridge 20' wide, Span 37' 6". 
Concrete Highway Skew Bridge 24' wide, span 53 feet. 
Concrete Highway Skew Bridge 20' wide, span 53 feet. 
Siphon Culvert, 48" dia. 

Concrete Highway Bridge 20' wide, span 37' 6". 
Siphon Culvert 48" dia. 


102— 


Description 

Chocolate Run Culvert, 84" dia. 

Concrete Highway Bridge 20' wide, span 37' 6". 
Standard Intake for Surface Drainage. 

Double 8' x 10' Siphon under B. & O. R. R. 

Standard Intake for Surface Drainage. 

Concrete Highway Skew Bridge 20' wide, span 53' 0" 
Canal Effluent Works. 

Standard Intake for Surface Drainage. 

Siphon under Pennsylvania R. R. 

Siphon Culvert 48" dia. 

Concrete Highway Skew Bridge 24' wide, span 53 feet. 
Concrete Highway Bridge 20' wide, Span 37' 6". 
Concrete Bridge Private Drive, 16 feet wide. 

Concrete Highway Skew Bridge 20' wide. 

Siphon Culvert 48" dia. 

Siphon Culvert 48" dia. 

Standard Intake for Surface Drainage. 

Standard Intake for Surface Drainage. 

Headworks Mosquito Creek Reservoir. 

Mosquito Creek Dam. 

BASIS FOR DESIGN 
Standard Designs 

In the foregoing lists of structures, it will be noted that where possible an 
endeavor has been made to establish standard designs, which can be made to 
serve repeatedly with or without modifications, wherever similar structures can 
be used. 

Reinforced Concrete to be Used. 

Wherever possible the structures have been designed of reinforced concrete. 
In almost all cases this will be the most satisfactory material; price changes 
may however, render some other form of construction more economical in special 
cases. 

Working Loads 

All bridges are designed to carry a live load, equivalent to a 20 ton road roller 
and 100 lbs. per square foot uniformly distributed. 

All retaining walls are designed to be stable, under the following conditions: 

(a) Reservoir empty; earth on outside saturated with water. 

(b) Reservoir full, no earth on outside. 

Working Stresses 

The working stresses used in the designs are 650 lbs. per square inch for 
concrete, and 16,000 pounds per square inch for steel; this is current practice 
having been recommended by the Joint Committee of several National Engineer¬ 
ing Societies. The pressure in the foundations was limited to 4 tons per square 
foot. As the individual structures are not large, no difficulty was found in keeping 
within this conservative limit. We recommend, however, that borings or test 
pits should be put down to examine the formations under all important structures 
before construction starts. 

DETAILED DESCRIPTION 

Storage Needed 

The Mahoning River has a watershed of 274.1 square miles above Milton 
Dam, 698.8 square miles above Warren, and about 1,000 square miles above 
Youngstown. 


Number 

Station 

46 

897+20 

47 

917+20 

48 

926+00 

49 

961+00 

50 

972+00 

51 

987+00 

52 

1015+00 

53 

1054+50 

54 

1059+00 

55 

1061+00 

56 

1073+80 

57 

1106+00 

58 

1136+00 

59 

1174+50 

60 

1203+00 

61 

1220+00 

62 

1238+20 

63 

1257+00 

64 

1263+00 

65 



—103— 


This Basin is required to furnish power for many mills and a water supply for 
a district comprising many communities (including the cities of Warren, Niles 
and Youngstown), with a present population of about 250,000, but which it is 
estimated will grow to about 1,000,000. Storage reservoirs, effectively operated 
will be needed for this water-supply; and to maintain a large dry weather flow in 
the Mahoning River for dilution of the sewage flow; this will incidentally be of 
benefit to the numerous mills along its banks. These storage reservoirs also will 
be of value for minimizing flood effects. All told, the reservoir system will serve 
a quadruple purpose. 

At present, the only storage developed on this large area is the 9,900-mil¬ 
lion-gallons Milton Reservoir constructed in 1916* by the City of Youngstown. 
A second dam, to be called the Berlin Dam, is projected about 10 miles above 
the Milton Dam, with an elevation of 1005 feet above sea level. The dam will 
impound at this elevation 5,400 m.g. The total storage for the upper Mahoning 
River watershed will be therefore:— 

Reservoir Elevation Capacity Area 

Berlin_ 1005 feet_ 5,400,000,000 gals_1.6 sq. mi. 

Milton_ 951 feet_ 10,000,000,000 gals-2.8 sq. mi. 

Total Storage_ 15,400,000,000 gals. 

An available reservoir site also exists at Phalanx on Eagle Creek, which has 
at this point a watershed of 94.9 square miles and where a dam at elev. 920 will 
impound 6,755 m.g. and also on Mosquito Creek, where a dam at elev. 910 will 
impound 49,764 m.g. Some additional yield may be expected from Eagle Creek, 
and a less amount of a relatively poor quality due to shallow flowage from Mos¬ 
quito Creek. The total available storage in these four reservoirs which amounts 
to 71,919 m.g., will be needed for water supply and river regulations (See Appen¬ 
dix “A”)- 

The proposed Berlin Reservoir lies entirely above the level of Milton Reser¬ 
voir, and may therefore, be completely drained into the latter, by means of 
the Mahoning River. It’s whole storage, therefore, is usable. 

The canal, 10 feet deep was designed to leave Milton Reservoir at an elevation 
of 920 feet above sea level (i. e. invert at elevation of low water in the reservoir) 
and as this reservoir may be drained down to the invert of the canal, only 100 
m.g. of the 10,000 m.g. stored in this reservoir would not be passed down the 
canal. It should, however, be noted that if, the borings disclose rock in the heavy 
cuts on the section of the canal between Milton and West Branch, the invert 
elevation should be raised; in any event the advisability of raising it should be 
given careful attention inasmuch as the additional cost of the deeper canal, may 
exceed the value of rendering usable the water in the lower part of the Milton 
Reservoir. 

Eagle Creek Reservoir has a high water elevation of 920, and may be drawn 
down to the bottom of the canal which at this point has an elevation of 910. 
The usable storage, between the elevation of 910 and 920, is 6509 m.g. 

It is proposed to draw down the Mosquito Creek Reservoir to an elevation of 
885 above the sea level in which case the usable storage is 43,232 m.g. 


Data on Reservoirs. 


Tributary 

El. 

Max 

El. at 

Area 

Area at 



Water-shed Spill- 

Draft 

L. W. 

full 

L. W. 

Storage 

in m. g. 

Name sq. mi. 

way 

feet 


sq. mi. 

sq. mi. 

Total 

Usable 

Berlin 253.8 

1005.0 

51.5 

953.5 

1.6 

0 

5,400 

5,400 

Milton 20.3 

951.0 

31 

920 

2.83 

0.41 

10,000 

9,900 

EagleCr. 94.9 

920.0 

10 

910 

4.79 

1.20 

6,755 

6,509 

Mosq.Cr 96.8 

910.0 

25 

885 

16.14 

2.86 

49,764 

43,232 

Canal 16.0 




0.25 

0.0 

280 

280 

Totals 481.8 




25.62 

4.47 

72,199 

65,321 


*Engineering News-Record—Sept. 30, 1916. 


—104— 
















The storage capacity of the canal prism is included in this inventory, although 
ignored in our analysis in Appendix A; it has quite a watershed of its own, and 
all the water in the canal is usable, i. e., the canal may be completely emptied 
when the reservoirs are drawn down to low water stage. At this stage, flow 
through the canal will cease, although 6,878 million gallons still remain in the 
reservoirs and may be discharged through the sluices of the various dams, to 
keep up the dry-weather flow of the Mahoning River for a few weeks. 

There is no reservoir site on the West Branch of the Mahoning River; this has 
a catchment area of 95 square miles which can be made tributary to the Eagle 
Creek Reservoir. Though omitted from the above list, it should not be ignored. 

BERLIN RESERVOIR AND APPURTENANCES 

The Berlin Reservoir is located on the headwaters of the main stream, the 
dam being about 10 miles above Milton Dam. The following is abstracted from 
a report upon the Berlin Dam by the City Engineer of Youngstown in 1907. 

“The site is in a rocky gorge, about 125 feet wide at the bottom, and 350 
feet wide at the top. A dam here would be of an ogee section, spillway extend¬ 
ing the full length and with sluices in the lower point for draining the reservoir. 
In view of the narrow site with rock abutments, an arched dam would probably 
be practicable.” 

In this last sentence we concur; an arched over-flow dam has been adopted to 
impound the water in the Berlin Reservoir. The section must be modified near 
the top to accommodate a public road which now crosses the valley practically on 
the reservoir site. While increasing the cost of the dam, this saves a long road 
relocation, involving a bridge and at the same time improves its grade. 

Before final adoption, a detailed cost analysis should be made to see if the 
greater convenience of taking the road over the dam, justifies the increased cost 
of this design. 

750 feet of road will require relocation. Possibly some of these roads may be 
closed, without causing hardships to inhabitants of the district. 

A branch of the Lake Erie Alliance and Wheeling Railroad (a New York 
Central subsidiary) crosses the reservoir site. We are unable to discuss modifi¬ 
cations in design to suit the convenience of this railroad, since no reply to our 
correspondence has been received from the offices of the N.Y. C. Line in Cleveland, 
Ohio. Some work will probably be necessary in changing grade, in raising the 
bridge across the Mahoning River and relocating a part of the Railroad. 

MILTON RESERVOIR AND DAM 

This reservoir was constructed by the City of Youngstown, being completed 
in 1917. The data herein used as to area, capacity, etc., were obtained from the 
offices of the City Engineer. The dam is of earth, with side slopes of 2:1 paved 
with concrete on upstream face to elevation 946 or within 5 feet of the crest of 
the spillway. Above this elevation the paving is of rubble masonry, and the 
down stream face is paved with rip-rap. The total height of the highest part 
of the earthen dam is 40 feet, and the top width is 18.5 feet. A cut-off wall of 
steel sheet piling, backed by concrete and clay puddle, at the upstream toe 
extends down to rock, to a depth of about 15 feet, at the deepest point. The 
spillway section, of solid concrete, 637 feet long, has an overflow section with a 
slight batter on the up-stream face. It is founded upon rock, which has been 
excavated and filled in with concrete. The height is 44 feet, bottom width 44 
feet, and top width 10 feet. There are 4-60” sluices, two each with sills at 34.5 
feet and 41.5 feet below the crest of the spillway. The spillway has been de¬ 
signed to carry a maximum run-off of six inches in 24 hours over the entire water¬ 
shed (274.1 sq. mi.) equal to 161.5 sec. feet per sq. mi. or a total of 44,260 sec. 
feet. The head on the spillway with this discharge is nearly 8 feet. 

It is possible that the slight increase in storage in this dam, which can be 
obtained by adding flash boards in the spillway, may be worth the trouble 


—105— 


involved. It has not however, been considered advisable to recommend attempt¬ 
ing materially to increase the volume of storage behind this dam by raising the 
spillway level. 

EAGLE CREEK RESERVOIR AND APPURTENANCES 

The Eagle Creek Dam should be the first structure of the project built. Atten¬ 
tion, therefore, has been directed to alternative designs for this dam. As soon 
as the project passes the preliminary stage, the whole reservoir site should be 
contoured, and economic studies of capacities for various heights and types of 
dams should be prepared. 

(Incidental to this work, the designs of the canal both from West Branch and 
to Young’s Run should be considered). 

Three types of dam were studied for this reservoir; 

(1) Ambursen type dams both overflow and with a separate spillway. 

(2) An earth dam with a separate spillway. 

(3) A mass concrete over-flow dam, combined with a siphon to convey the 
canal past the dam, a venturi meter for measuring the canal flow, and a viaduct 
to carry a road across the valley to replace the road closed by the construction 
of the reservir. The first two structures have no unusual details, and are much 
cheaper than the third, which however, has some novel features, which make it 
worth describing in detail. 

The third design is a solid masonry gravity type dam, which gives a pleasing 
effect, and which at the same time has a high factor of safety; there is no 
danger of destruction by overtopping, since the dam is of the overflow type. 
In this design, the canal is carried through the dam by a pressure conduit’ 
It has a spillway somewhanmore ample than necessary, due to errors in the rating 
curve for the Pricetown weir, discovered since the drawings were made. Modi¬ 
fications of the present design, to take advantage of this error, retaining all the 
essential features, will probably reduce the cost from $2,915,000 to $1,865,000. 
The substitution of an Ambursen type dam, would reduce the cost to $1,250,000 
and an earth dam would cost $1,345,000. The reservoirs with separate spillways 
have a greater storage capacity than the other types considered; this is due to 
the higher spillway elevation since the spillway can be made longer than the over¬ 
flow dam, so that less head is required for discharge. 

In the case of the solid masonry or concrete overflow dam, the south and 
north siphon chambers form buttresses for the dam. The length of the spillway 
between the inner faces of the walls is 1050 feet. The section is ogee in shape 
with the crest at elevation 920 and its bottom at elevation 885 at the deepest 
part or five feet below the bed of the creek. A cut-off wall will go 15 feet 
lower, or to an impervious stratum. There will be a paved apron for about 
100 feet in front of the dam, and a clay blanket on the up-stream face. 

The roads from Newton Falls to Phalanx Center, and from Phalanx Center to 
Phalanx Station will be relocated so as to meet at the south end of the dam, and 
cross the latter on a reinforced concrete viaduct, carried above the spillway on 
piers. The road to Phalanx Center swings to the west after crossing the dam, 
and follows along the back-dike, which will be necessary northwest of the dam. 

The flow line of the reservoir was limited by the presence of the tracks of the 
Erie Railroad and the connecting light railway line of the Portage Sand and 
Silica Company across the reservoir site. However since the Erie Railroad is 
planning to relocate and raise its tracks it is possible that this may not be a 
controlling factor. 

The pressure conduit will be circular, 12 feet in diameter, capable of carrying 
the total flow of the canal, with a velocity of 8.2 feet per sec. This conduit will 
be connected with the reservoir by openings, large enough, either to feed Eagle 
Creek Reservoir from the canal or vice versa, at the full rated capacity of the 
canal. These openings will be controlled by gates operated from the surface, 
the valve stems either terminating in boxes in the road-way or placed in a gate 


106— 


house built out from the roadway above. The invert of the conduit will be at 
elevation 895, and its crown at 907; the conduit will therefore always be under 
head, even when feeding from the reservoir drawn down to its minimum stage. 

Under the conduit, through the deepest part of the dam, will be blow-offs 
controlled by sluice gates, also operated from the surface. 

In the conduit, down-stream from the sluice gates will be built a large Venturi 
Meter, in order to measure the flow from Milton or Eagle Creek Reservoir towards 
Mosquito Creek, or from both combined. The recording apparatus will be housed 
in a chamber within the dam, reached by a well from the roadway above. The 
loss of head through the conduit and meter, between the reservoir surface and 
the downstream end of the meter is 2.33 feet of which 0.73 feet is beyond the 
sluices. Water elevation at north siphon well is 920.0 — 0.73 = 919.27. 

The north siphon well and the south siphon well are both 20' x 20', and both 
have their floors two feet below the invert of the conduit, to form catch basins. 
Material caught will have to be dredged out when conditions require, the invert 
being too low to permit cleaning by a blowing-off. 

The canal leaves the north well by a concrete channel, 20' x 20', widening 
and shallowing to a section 40' x 10' in 60 feet, where are located two piers with 
stop plank grooves and service bridge. After this, the canal expands to normal. 


Table of Elevations, Eagle Creek Dam. 

Station Elev.Water 

581 End of normal earth section south of dam_ 921.60 

581+50 Beginning of concrete section 50' x 10'_ 921.595 

(921.59) 

582 Differential Weir and stop plank grooves_ (920.64) 

582+30 Contraction of channel commences_ 920.635 

582+80 Outer wall south siphon well_ 920.63 

583 Inner wall south siphon well_ 920.63 

588+25 Center line of sluices_ 920.00 

589+86 Beginning of Venturi Meter_ 919.82 

590 Throat of Venturi Meter 0.1 ft. loss_ 919.79 

590 + 52 End of Venturi Meter_ 919.73 

593 + 50 Inner wall north siphon well_ 919.37 

593 + 70 Outer wall north siphon well_ 919.35 

594 + 30 Beginning of wing walls;location of piers and stop planks 919.27 

594+50 End of wing walls;normal earth section begins_ 919.27 


THE MOSQUITO CREEK RESERVOIR AND APPURTENANCES 

The proposed Mosquito Creek Reservoir, the largest in this project, derives 
its enormous capacity from its area, the depth being moderate. 

The capacity has mostly been calculated from the U. S. Geological Survey 
topographic sheets. Partial access was also obtained to the records of surveys 
made for the Lake Erie and Ohio Canal, some years ago. Original surveys were 
made in the neighborhood of the dam site and near Greene, where a back dike 
or secondary dam will be necessary. Additional surveys and borings will be 
required before starting construction. 

The dam will be comparatively short (about 1250 feet), and the design ulti¬ 
mately adopted will probably be of earth with a concrete overflow spillway 
section, containing sluices for emptying the reservoir. The canal will not 
connect with the reservoir through the dam, but through the neck of land ad¬ 
joining the dam at its west end. It is proposed to draw down this reservoir 
to an elevation of 885 which will render usable the upper 25 feet of water or a 
total of 43,232 m.g. 

Four possible alternative designs of dams have been considered. 

(1) A mass-concrete, over-flow dam. 

(2) An Ambursen type dam. 


107- 















(3) An earth dam with a separate spillway emptying in the Grand River 

Valley near Greene. The flood waters would then go into the Lake 

Erie shed, which raises some legal difficulties. 

(4) An earth dam with a separate spillway emptying into Mosquito 

Creek. 

Even from an engineering point of view, a final decision as to the type of dam 
should not be reached, until borings and additional surveys have been made. 
Legal and financial considerations will also have considerable weight. 

The conditions influencing the design of the Mosquito Reservoir will be 
changed, if the Lake Erie and Ohio Canal is either put through it or through 
Chocolate Run. If located up Chocolate Run the present design can be used 
without serious modification, provided the high water elevation in the Lake Erie 
and Ohio Canal is not more than 900 feet above sea level. If ; however, the Lake 
Erie and Ohio Canal is located up Mosquito Creek, modification of the design 
may be necessary. 

For purpose of estimate, both the mass concrete and the Ambursen-type 
dams, have been worked up rather completely. In both, the non-over-flow 
portion of the dam is of earth placed by the hydraulic fill method; there will be 
a clay core, likewise built by sluicing and extending to an impervious sub-stratum. 
There will be a concrete ogee spillway section, 465 feet long, with its crest at 
elevation 910. The emptying sluices, i. e., blow-off's, will be located in the spill¬ 
way. The total length of the dam is about 1200 feet. The earth section will 
be carried up to an elevation of 917.0, seven feet above the spillway, to allow for 
a 4 foot flood over the latter and 3 feet free board for safety. 

Some back-dyking will be required along the road east of the dam, and also 
near Greene at the northwest corner of the Reservoir. These dykes will be carried 
to an elevation of 917.0, the same as the earth portion of the dam. A road change 
will be required west of the dam, and it will probably be found desirable to locate 
roads along the Greene dykes, and around the North end of the dam. These 
roads will be of value to the district, and the right-of-way costs will be very 
small if bought at the same time as the dam site. The cost of construction of 
all such roads as the two last mentioned should not, however, be charged against 
the Mahoning Valley Sanitary District. 

SPILLWAY DESIGN 

The function of a spillway is to carry away floods, so that other portions of 
the reservoir structures will not be overtopped. 

Most spillways of large reservoirs in the Eastern United States are designed 
to take care of a flow caused by a six-inch run-off over the entire watershed in 
24 hours, occuring when the reservoir is full. This amounts to about 161.5 cu. 
feet per second per square mile of drainage area. It is believed, however, that 
this value is excessive for the Mahoning Valley. 

The Miami Conservancy District, in their design of flood prevention works 
in the Miami Valley, have made a most careful investigation of excessive rain¬ 
fall, covering both the Eastern United States and Western Europe. From 
records of all great storms of the past 30 years, the following facts have been 
brought out: 

1. General course of storms in this section is eastward of northeastward, 
up the Mississippi Valley. 

2. The moisture in the air, which causes those rains comes from: 

(a) Evaporation from fields, inland waters, etc. This supply is limited, 
and cannot feed the storms of long duration, which tax reservoirs and spill¬ 
ways. Furthermore, rains from this source fall in the summer, when the ground 
absorbs a large quantity, and the run-off percentage is comparatively low. 

(b) Evaporation from the Gulf of Mexico is another source of moisture 
for the rains in this section; however, in its long passage from the Gulf, this 
air loses its moisture rapidly, and the precipitation decreases markedly in the 


—108 


higher latitudes so that records show no storms in the Ohio Valley as great as 
those occurring in the Southern States. No rains come from the Atlantic sea¬ 
board, as the moisture laden air from this quarter is deflected upwards upon 
striking the barrier of the Appalachian Mountains, becomes cooled, and de¬ 
posits its moisture upon their eastern slopes. 

(3) Practically all the great storms of this section come in the summer or 
fall, when the ground is dry, and can absorb more of the rainfall, reducing the 
amount of run-off. The storm of March, 1913, causing the Miami Flood, is an 
exception, but this storm was not so severe in the Mahoning Valley. 

(4) Upon investigating the storm of March 1913, it was found that it was 
exceptional, both as to intensity and as to duration, and is not likely to be ex¬ 
ceeded. However, the flood prevention works are designed to afford protection 
from a flood 40% greater than that of March, 1913. 

(5) It was determined that a three-day period of rainfall would tax the flood- 
prevention works, and therefore the spillways most severely. 

(6) By far the greatest storm on record in the Mahoning Valley for a two- 
day, three-day, or four-day period was that of March 23-25, 1913. 

The comparative intensities in the two valleys were as follows: 

One Day Two Days Three Days Mean 


Miami Valley (a)_ 3.51 5.59 7.10 2.37 

Mahoning Valley (b)_ 3.00 4.50 5.80 1.93 

Ratio (b/a)_ 0.85 0.81 0.82 0.82 


(7) The eastern part of the U. S. was divided into quadrangles, measuring 
2° longitude by 2° of latitude, and the maximum rainfall ever recorded in each 
quadrangle was determined. The comparison of the Mahoning and Miami 
watershed quadrangles follows: 


1 2 3 4 5 6 

Miami_ 6.5" 8.1" 10.4" 11.1" 11.4" 11.7" 

Mahoning_ 6.6" 9.5" 10.5" 10.6" 10.6" 11.2" 


We conclude from the preceding data, that a somewhat less intensity and 
duration of rain storms may be expected in the Mahoning, than in the Miami 
Valley. This follows naturally, as the former lies further along the usual path 
of such storms and further from the Gulf. 

For the reservoirs of the Miami District, a total run-off of 10" in three days 
is assumed for drainage areas of 250-270 square miles, which we will designate as 
class I, and 9-1/2" in three days for larger areas of 650-780 square miles which 
we shall designate as class II. For the purposes of their design, (the time re¬ 
quired to fill the reservoirs being all important) a rate of run-off is asumed, start¬ 
ing at a rate, for the first hour equal to ^/i' run-off over the water shed in 24 
hours. This increases in 16 hours to the maximum value, which holds for 24 
hours. So that the average rate may be taken as follows: 

Class I. On watersheds with drainage areas of between 250 and 270 square 
miles a run-off of 10 inches in three days produces a maximum rate 
of flow equal to 4)/£ inches per day. 

Class II. On watersheds with drainage areas between 650 and 780 square miles 
a run-off of 9p2 inches in three days produces a maximum rate of 
flow equal to 4 inches per day. 

These data will now be used in proportioning the spillways of the Mahoning 
Valley Sanitary District. 

The watershed of Berlin and Milton Reservoirs is comparable with Class I, 
as the areas are respectively 253.8 and 274.1 square miles. All water flowing over 
Berlin spillway must also flow over Milton, both reservoirs being full. Intensi¬ 
ties being less here than at Dayton, the maximum rate for these spillways may 
be taken, as about 0.85 X 4.5 = say 4" in 24 hours. 

Eagle Creek and Mosquito Creek watershed are smaller in area: 94.9 and 96.8 
square miles, respectively. It is well established that the smaller the catch¬ 
ment area, the higher the rate of run-off. 

—109— 







The areas of the Eagle Creek and Mosquito Creek watersheds is about 0.7 
the area of the Berlin-Milton sheds. The ratio between the areas of classes I-II, 
is about 0.4, with a resulting difference in the rainfall rate of J^". It may then 
be assumed that this }/%' difference exists between our large and small sheds, 
making the rate for Eagle Creek-Mosquito Creek equal to P er day. 

For Milton and Berlin spillways, therefore, the maximum discharge is 
4X5280X5280 = 107.6 cfs. per square mile and for Eagle Creek and Mosquito 

12X24X3600 

Creek Reservoirs the discharge is 4J^ X 107.6 = 121.1 sec. ft. per square mile. 

T 

At the Berlin Dam the spillway occupies the whole length of the dam; the 
area of watershed is 253.8 square miles; the spillway discharge = 253.8 X 107.6 
= 27,310 sec. feet. The depth of flow over the spillway will be 7.3 feet. This head 
on the spillway is large, but can be withstood. This depth of flow may be slightly 
reduced by blow-offs in the bottom of the dam. The Betwa dam in India is 
62 ft. high, founded on ledge. It has passed a head of over 16 ft. 

Milton dam is constructed with a spillway length of 637 feet. The watershed, 
including drainage from Berlin watershed, which will pass over Berlin spillway, 
and into Milton Reservoir, contains 274.1 square miles. 

The flood discharge is therefore 29,500 sec. ft, and the depth of flow over the 
spillway 6.00 feet, assuming no sluice open. There are, however, two pairs of 
60" sluices, at elevations 916.5 and 909.5. The elevation of the spillway is 951. 
The discharge through the sluices amounts to 3070 sec. feet, leaving 26430 
sec. feet to pass over the spillway, which will require a depth of 5.59 feet. Accord¬ 
ing to the City Engineer of Youngstown the dam was designed to carry 8 feet 
of water over spillway. 

In the case of the Eagle Creek Dam, the area of the watershed is 94.9 square 
miles, the flood discharge is therefore 114,800 sec. feet, which gives a depth of 
2.4 feet with a spillway 995 feet long. 

The spillway section at Mosquito Creek dam will be of concrete. It is econo¬ 
mical to use as short a spillway section as possible. At the same time, the flow 
line for floods must not be too high, as the banks are low, and extensive back- 
dyking might be required. The possibility of reducing the cost of this work 
by letting the spillway empty into the Grand River Basin, has been referred to 
elsewhere; if legal objections can be overcome, it has advantages. 

CANAL 

DESCRIPTION OF CONDUITS AND STRUCTURES 

It will be recalled that 33% of the catchment area (Mosquito and Eagle Creek) 
contains the two large reservoirs which hold 80% of the available storage. It is 
proposed to connect the largest catchment areas of the main stream and West 
Branch of the Mahoning River, which together have a combined catchment area 
of over 340 square miles, and on which sufficient reservoir sites could not be 
foUird, to the necessary storage facilities, by a canal. Provision is therefore 
made for diverting most of the surplus flood water by means of a canal connecting 
the Milton Reservoir with Eagle Creek and Mosquito Creek Reservoirs. The 
total length of this canal is about 24 miles, divided as follows:— 


Milton Dam to Eagle Creek_11.14 miles 

Eagle Creek to Canal Effluent Works_8.09 miles 

Canal Effluent Works to Mosquito Creek Dam 4.71 miles 

Total-23.94 miles 


There will also be a lateral canal 2.69 miles long on West Branch. 

(A) CANAL FROM MILTON TO WEST BRANCH 

An examination of the section of the canal, between Milton Dam and West 
Branch indicates that three types are worth considering. 

—110— 








(1) Low level canal with invert at El. 920 and capacity 200 m.g.d. 

(2) A high level canal of large capacity, say, 600 m.g.d. with invert at say 
El. 937. 

(3) An intermediate design. 

Comparative estimates show that the first of these types is the most expen¬ 
sive, costing 31,900,000. The second two types will not be far apart in cost, but 
first cost is not the only factor to be considered. Apart from cost, each type 
has some advantages, and disadvantages. Unless the Berlin Dam is constructed, 
the amount of water which can be diverted from the Milton Reservoir, in the 
case of the high level canal, is limited; 25% to 30% of the yearly flow must be 
wasted into the Mahoning River at Milton each year, owing to the lack of storage 
space above intake level. This is a grave objection, if the wasted water might 
be utilized for the Lake Erie and Ohio Canal, but is unobjectionable, if the water 
is to be used solely for municipal purposes, and for the regulation of the Mahon¬ 
ing, which demands less water. On the other hand, the location of the high 
level canal can be modified to avoid the town of Newton Falls, considerably 
reducing the number of road crossings and the cost of right-of-way. Another 
advantage of the high level canal, is that in conjunction with it, a considerable 
power development is possible at the lower end of the upper section; the canal, 
used as a penstock, discharging regulating water from the Milton area into the 
West Branch of the Mahoning River. 

Should it be possible for the Mahoning Valley Sanitary District to develop 
the power at a profit, the high level canal, will be the best; otherwise an inter¬ 
mediate design is to be preferred. 

This section of the canal should be built last, and therefore will probably not 
be constructed until some years after the Mahoning Valley Sanitary District 
begins to function. Ample time is therefore, available for the preparation of 
several detailed comparative estimates covering all the possibilities. 

The low level canal would leave Milton Reservoir on the East side, just 
above the dam. Sluices will control the entry of water into the canal. The bed 
of the canal must be paved for a distance of about 60 feet, to avoid scour by the 
discharge through the sluices. The course of the canal is N. W. to station 58-f 00. 
The head gates, and bridges for carrying the public road across the canal are 
economically combined in a single structure. The incorporation of automatic 
regulating gates in the structure was also considered, but it proved more econo¬ 
mical to pface them below the Kale Creek siphon; although careless operation 
of the Milton Dam head gates, may involve some small wastage of water. 

(B) Head Works to Kale Creek 

The canal runs into heavy cutting upon leaving the reservoir, being 29 feet 
deep at the head works, increasing to 46 feet at about station 14, and reducing 
to a normal section again at station 40. 

At station 38, a small branch of Kale Creek is encountered, entering from the 
West with a drainage area of 0.6 square miles. This is taken into the canal at 
elevation 931 or at about creek bottom; water surface in canal at this point is 
at 929.5. The canal must be paved for about 50 feet either way from this point 
to avoid scour. A road crosses at station 40, at a skew of 45°, at elevation 935.8. 
Canal surface El. 929.47. 

The canal follows approximately the bed of the creek to station 58, where the 
main branch of Kale Creek is encountered. Elevation of Creek bed is 915; 
of canal surface, 929.23. The canal will be carried under this creek in a siphon 
one hundred feet long, with a loss of head of 0.10 feet. The drainage area of 
Kale Creek at this point is 20.1 square miles. The taking of the main branch of 


—111— 


Kale Creek into the canal was investigated, but unless the additional land re¬ 
quired can be obtained on unusually favorable terms, it is not worth while. 

The canal is in partial fill from station 42 to 74, and entirely in fill from 40+60 
to 50+90. 

At station 88+40 a third branch of Kale Creek is encountered, with a drain¬ 
age area of 1.32 square miles, elevation creek bed about 920, of canal bottom 
918.74. This creek will be carried under the canal in a concrete siphon. The 
canal is in partial fill at this point, beginning at station 79, reaching a maximum 
at 88+40 and ending at station 89. 

The canal enters cut at station 89, reaches a maximum at 92, with a depth of 
18.5 feet, and reduces to a normal section at station 100. At station 109+60, 
the remaining branch of Kale Creek with a drainage area 0.56 square mile is 
passed under the canal by a culvert. Elevation of canal bottom 918.46, creek 
bottom 915.00. The canal is in partial fill from station 100 to station 140+70, 
with a maximum at station 110, and is entirely in fill from 108+57 to 110+40, 
including the site of the above culvert. 

(C) KALE CREEK TO WEST BRANCH OF MAHONING RIVER 

The course of the canal is northerly from station 58 to the West Branch 
station 252, with numerous curves to avoid deep cuts. 

At station 120 a pipe siphon under the canal is necessary to carry away 
drainage from a small area, elevation canal bottom 918.32; ground 920.5. 

At the following points, surface drainage is taken into the canal: 


Stations 126 134 140 151 157 + 50 190 

Elev. Canal Surface_ 928.24 928.14 928.06 927.91 927.83 927.22 

Elev. Ground_ 925.0 927.0 927.0 930.0 929.0 924.5 


At station 140 the canal runs into excessive cut, deepening to 37 feet at sta¬ 
tion 154, and reducing to standard section at station 173. 

At station 188 + 20 two highways are crossed at their right angled intersection, 
with a skew of 45°; elevation of road is 930.0; canal surface, 927 42. The road 
will have to be raised about 1.42 feet for proper clearance. 

At station 209+30 a single-track railway, (N. Y. Central) is crossed at 40° 
skew, elevation of track is 933.38; canal surface, 927.14, leaving a clearance of 
6.24 feet. 

The following highway and street crossings occur in the town of Newton Falls: 


Ravenna 

Road or Street Miles Scott Woodland Lane Road 

Elevation_ 940.0 936.0 935.5 933.3 927.3 

Elev. Canal Surface... 926.93 926.84 926.84 926.74 926.61 

Width of Bridge, ft_ 20 20 20 20 24 

Station_ 225 228+50 232 238 249+50 


Ravenna Road must be raised about 3.31 feet for proper clearance. The 
number of road crossings can be reduced by relocating the canal, so as to cross 
West Branch a mile upstream from the present location, and the cost of the right- 
of-way, would be less. This relocation should be given consideration. 

The canal is carried under the double track electric railway, and the West 
Branch of the Mahoning River, from station 252 to 257, by a double barreled 
conduit, each opening 8' x 10'. This will be 500 ft. long. The section of the canal 
is changed to a rectangular form by wing walls, the east one of which is designed 
as a spillway to waste such storm drainage as finds its way into the canal. This 
will discharge into a channel, leading through a culvert under the tracks into the 
stream. The canal bottom will be depressed up-stream from the siphon and a 
weir placed before the siphon chamber, to catch the silt. A blow-off will connect 
with the spillway channel. In this structure the 600 million gallons per day 
capacity should possibly be retained even if the capacity of the other structures 


-112- 





on this section is reduced, as it would be as costly to enlarge this structure as 
to build it to the full capacity at first; the saving on first cost is not great. 

The siphon wells will be divided into two channels, each leading to a conduit 
of the siphon. The loss of head allowed is 0.5 ft. reducing the surface elevation 
from 926.57 at inlet to 926.07 at outlet; with a velocity of about 6 feet per second. 

The bottoms of both siphon wells will be above normal water level in the river; 
blow-offs will serve to remove silt. Grooves for stops planks will be placed in 
north siphon well, so siphon may be isolated and unwatered without draining 
the canal. The elevation of base of rail is 922.5; elevation of normal river level, 
911.0; bottom of river, 899.5; width of river at normal level, 280 feet. 

Either as part of the siphon structure or separately provision must be made 
for the junction of the canal from West Branch Intake. A concrete lining to the 
canal for 100 feet from the junction is sufficient to check scour; no drawing has 
as yet been made for this structure. 

(D) WEST BRANCH JUNCTION TO WEST BRANCH No. 2 

This section is the part of the canal that should be built first; ample time 
should be available for a thorough investigation after the construction of the 
Eagle Creek Dam is under way. 

The course of the canal from the siphon is north-easterly to about station 296, 
where it turns north to station 360; thence north-westerly to station 376, crossing 
West Branch No. 2 of the Mahoning River at station 369. 

No material modification of location or design is likely in this section. Borings 
should be taken at controlling points, the topographic map where necessary 
extended, and estimate made of the relative cost of right-of-way in different 
lines. 

The following railway and highway crossings are encountered in this section: 


Station_ 268 + 50 _ 282 285 340+30 

Crossing_ Highway Highway B. & O. R. R. Highway 

Character_ Bridge Bridge Bridge Bridge 

Width_ 20 ft. 20 ft. Double track 24 ft. 

Elev. Canal Surface_ 925.93 925.74 925.70 924.97 

Elev. crossing_ 925.6 925.4 940.82 932.5 

Clearance (feet)_ 0.33 0.34 15.12 7.53 

Road raised (feet)_ 4.33 4.34 

Skew_ 35° 30° 25* 


The canal runs into partial fill at station 347+20 attaining a maximum at 
349 + 50 and running out at 352. Fill section commences again at station 356, 
and ends at 376, with a maximum section at 358. 

(E) CROSSING OF WEST BRANCH No. 2 OF MAHONING RIVER 

At station 369 this stream is encountered at an elevation of about 900.0. 
The canal surface is at an elevation of 924.59, canal bottom 914.59. The creek, 
which has a drainage area of 4.01 square miles above the crossing, will be carried 
under the canal by a culvert with large wing-walls, as the canal is entirely in 
fill at this point. Floor of culvert must be paved to prevent scour. 

(F) CANAL FROM WEST BRANCH No. 2 TO DIFFERENTIAL WEIR AT 

EAGLE CREEK 

The canal takes a northerly course from stations 376 to 396, thence north¬ 
easterly to station 504. Here it resumes the northerly direction to 524, turns 
northwesterly to 562, and thence northerly again to Eagle Creek Dam. 

The remarks made with regard to the minor relocation of the preceding section 
also apply to this section. 


—113— 











There are seven crossings on this stretch, as follows: 


Station 

_ _403 

437+70 

454+30 454+80 

488 

521+50 

546+20 

Crossing_ 

-.High- 

Erie 

Stream 

High- 

Gulley 

Erie 

High- 


way 

R. R. 


way 


R. R. 

way 

Character 

-Bridge 

Siphon 

Take in- 

Bridge 

Siphon 

Siphon 

Bridge 




to Canal 


Culvert 



Width _ 

-. 20 ft. 

Double 

Pipe 

20 ft. 

Pipe Double Tr. 

20 ft. 

Elev. Canal Sur. 924.14 

923.68 

923.37 

923.36 

922.92 

922.48 

922.07 

Elev. of Crossing 920.4 

925.25 

920.0 

922.4 

913.1 

920.1 

925.0 

Clearance _ _ 

-. 3.74 

1.57 

_ _ _ _ 

0.96 

_ _ _ _ 

2.38 

2.93 

Road raised._ 

.. 7.74 ft. _ 

_ _ _ _ 

4.96 

_ _ _ 

_____ 

1.07 

Skew_ __ 

35° 

20° 

20° 

10° 

_ _ _ 

20° 

40° 

Length of Siphon _ 

100 ft. 

__ 

_ 

_ 

100 ft. 

— 

Loss of Head- 


0.1 



_ 

0.1 

_ 


The canal is almost entirely in fill at station 488, the location of a pipe siphon 
culvert, the fill commencing at station 481 + 33, and running out at 493+33. 

(G) EAGLE GREEK CONTROL WORKS. 

The flow in the canal is to be partially controlled by means of Automatic 
Gates situated just below Kale Creek siphon; as an additional safe-guard a 
differential weir at Eagle Creek is recommended. The weir design has been 
worked up on the design of the over-flow dam. Whatever type of dam is finally 
settled on, the principles governing the design of the weir remain unchanged. 
The submerged weir at the south siphon chamber of Eagle Creek Dam, serves the 
purpose of absorbing the excess head at this point, and makes the flow in the 
upper canal less dependent on the water level in the reservoir. If the lower level 
falls, the upper level above the weir, will also tend to drop, which will increase 
the total slope from Milton Dam and give a higher rate of flow. The increased 
flow will require a greater head, to discharge it over the weir; this will decrease 
the slope, and consequently the flow. These processes will alternate until 
hydraulic equilibrium in obtained. The weir, therefore, will have a stabilizing 
effect. 

As originally worked out the canal will be expanded by wing walls into a 
rectangular channel 50' x 10' concrete lined, the transition will extend from 581 
to 581 + 50. The east wing wall will be designed as a spillway, to discharge 
flood water into a channel leading to the creek below the dam. Upstream from 
the weir, the invert will be depressed to form a sump, provided with a blow-off 
discharging into the spillway channel. 

The weir will have a rounded crest, as it is entirely submerged, and will be 
50 feet long instead of 37.5 as in the equivalent rectangular canal prism, in order 
to render it more sensitive to small changes of head. Elevation of water above 
weir at station 582 = 921.59. Elevation below weir, at station 582 = 920.64. 
Loss of head = 0.95 ft. The weir section will be divided into three spans by 
two piers which will be provided with grooves for stop planks; there will be 
a service bridge over the piers. 

Beginning at station 582 + 30, below the weir, the walls will be contracted, and 
the floor lowered gradually to station 582+80, where the section will be 20' x 20'. 
At this point a connection is made with the south siphon well, 20' x 20' and 27.63 
feet deep below water level (El. 920.63 to El. 893.00). 

(H) CANAL FROM EAGLE CREEK TO CHOCOLATE RUN. 

Minor changes in the location of the canal, in the interests of economy, and 
considerable variations in the capacity of this section of canal are possible, de¬ 
pending upon how the district develops. The question of capacity has been dis¬ 
cussed in Appendix C; it should be studied in more detail before construction 
starts. 


—114— 








Construction of this section need not begin until the canal from West Branch 
Intake to Eagle Creek, as well as the Eagle Creek Dam are nearing their com¬ 
pletion. Time is therefore available for any investigations necessary prior to 
making the final location. 

The canal, on leaving Eagle Creek Dam, curves around to the east, to station 
870, thence southeasterly to station 922. 

Low ground is encountered at station 604, running out at station 686-f-85. 
From station 612 + 57 to station 624 + 67, the section is entirely in fill with a 
maximum at station 620. A detour with an increased length of about a mile is 
saved by this long fill. 

In this section 8 Highways and 3 water courses have to be crossed. The latter 
are small and normally dry. The roads will have to be raised by amounts vary¬ 
ing from 2 to 11 feet at the canal crossings, which can be accomplished in all 
cases, without exceeding ruling grades. Details of the crossings are shown in 
the following tables: 


HIGHWAY CROSSINGS 


Station_ 

Width of Bridge_ 

Skew_ 

Canal Water Elev.. 

Road Elev_ 

Clearance_ 

Road Raised_ 

Station_ 

Width of Bridge_ 

Skew_ 

Canal Water Elev.. 

Road Elev- 

Clearance_ 

Road Raised. 


604 

20 ' 

25° 

919.14 

921.3 

2.16 

1.84' 

774* 


653 

20 ' 

918~49 

918.2 
0.29 
4.29' 

781 

24' 

20 ° 

916.79 

916.3 
0.49 
4.49' 


710 

20 ' 

45° 

917.73 

910.3 
7.43 

11.43' 

803 

20 ' 

OKO 

916.52 

915.4 
1.13 

5.13' 


744 + 00 
20 ' 
10 ° 

917.27 

918.2 

0.92 

3.07' 

853 

20 ' 

10 ° 

915.83 

914.7 

1.13 

5.13' 


*Eliminated by turning road along bank of canal to Parkman Road (Sta. 
781). 

CULVERTS AND PIPE SIPHONS UNDER CANAL 

Station_ 626 676 843 868 

Type of Crossing_Pipe Culvert Pipe Siphon Pipe Siphon 

Canal Water Elev._ 918.84 918.18 915.97 915.64 

Ground Elev_ 907.0 913.7 910.0 912.0 

At station 897 + 20, Chocolate Run is carried under the canal prism by a 
concrete culvert. The canal runs into fill at station 880, and runs out at station 
906. From station 894 to the culvert, the section is entirely in fill. The drainage 
area of Chocolate Run above this point is 1.83 square miles; elevation of canal 
bottom 905.25; of stream bed, about 903. 


(I) CHOCOLATE RUN TO CANAL EFFLUENT WORKS 

Minor' changes in location, and variations in the canal capacity are possible 
in this section. If the Lake Erie and Ohio River Canal is located through Choco¬ 
late Run, all structures in the shallow section of the canal below Chocolate Run 
may be subjected to drastic redesign. This possibility was, however, considered 
too remote to be taken into account in the design at the present moment. 

The course of the canal is southeasterly from Chocolate Run to station 922, 
thence swinging to the northeast to 974, then easterly to the Canal Effluent 

Works at Sta. 1016. . . 

At station 926, a small gulley is taken into the canal at elevation 916. (Elev. 

water surface in canal, 914.87). _ 

There are two highway crossings in this section: 

S tat i on _ 917 + 20 987 (Mahoning Ave.) 

Width of Bridge_ 20 24 


—115— 






















Skew___ 10° 25° 

Canal Water Elev_ 914.98 913.97 

Road Elev_ 922.0 914.2 

Clearance_ 7.02 0.23 

Road Raised_ __ 3.77 

At station 961 the B. & O. single track branch, is crossed. Elevation of base 
of rail, about 918.0 and of canal water level, 914.40; the track would have to be 
raised 2.40 feet to provide proper clearance. The track is on a steep grade, 
which would prevent raising, so canal will be carried under the right of way by 
standard concrete siphon, 100 ft. long, with a loss of head of 0.1 ft. 

At station 972 surface drainage is taken into the canal. Elevation canal water 
surface 914.17, of ground about 911. 

(J) CANAL EFFLUENT WORKS 

These are located on the line of canal at a small stream having no name on 
U. S. G. S. map, but locally called Young’s Run. 

The works here include a culvert for the stream, a differential weir to absorb 
excess head, sluices for feeding the Mahoning River through the creek bed up to 
300 m.g.d., and water-supply conduits for Warren, Niles and Youngstown, 
capable of passing 100 m.g.d. The canal bottom east of the weir is much lower 
to allow back draft from Mosquito Creek Reservoir to supply this river demand, 
when the water in the other reservoirs is low. 

It has been decided not to intercept the flow of Young’s Run, and not to 
convey this water by canal to Mosquito Creek; should the additional land 
required be obtainable on very favorable terms, this decision might be subject 
to revision. 

At station 963+33, the canal runs into fill, and out again at Station 1016, 
the section being entirely in fill from stations 1009+40 to 1015, the site of the 
culvert. 



—116— 





































































A transition section with wing walls extends from station 1014+38 to station 
1014 + 80 where the section is rectangular, 10' x 40'. This carries the canal over 
the culvert at station 1015; elevation of canal bottom 903.60; of stream bed 
895.20. The weir is located at station 1016, and is divided into six spans, the 
piers being provided with stop plank grooves, and carrying a service bridge. 
A canal spillway is provided over the south wall, discharging into the creek, 
and a sump with blow-off valve in front of weir. The elevation of water surface 
over weir at station 1016, with full flow towards Mosquito Creek is 913.59, and 
the elevation at same time beyond the weir is 910.19. Loss of head = 3.4 feet. 

East of the weir the section is rectangular and of concrete 28.92' deep at full 
flow, bottom elevation 881.27, surface 910.19. The section is 40 feet wide at 
the weir and expands by wing walls into the special deep section at stationl017, 
100 feet beyond the weir. Here is located the spillway over the south wing wall, 
with a channel leading into the creek. 

Emptying sluices will be provided both above and below the weir, which 
can be used for feeding the Mahoning River through Young’s Run. 

The conduits for municipal supplies will be arranged, to permit draft from 
either side of the weir, although Mosquito Creek storage would only be requisi¬ 
tioned in an emergency. 

The course of the canal is southeasterly from the Effluent to station 1089, 
thence easterly to station 1148, turning northerly to station 1200, and thence 
northeasterly to station 1246, finally turning to the north to Mosquito Creek 
Reservoir at station 1263+50. It is on the most direct route considered worth 
investigating, but runs through some heavy cutting. This could be avoided by 
a detour to the south, which decreases excavation but would add to the length 
of the canal, and would increase the cost of the right-of-way since the canal 
would be in the City of Warren; also the number and cost of structures would 
be increased. 

This section deserves considerable study. Undoubtedly some saving in cost 
today might be made by throwing the location south but, if Warren continues 
to grow, and if the right of way is not bought for some years, the cost may become 
prohibitive. On the other hand, the Erie Railroad is planning to relocate its 
line from Warren to Cortland in such a way as to run south of all possible 
canal locations; and factories now being built in this section of the city, may 
benefit from having water at their doors, and may find it worth while helping 
to provide a canal right of way in a more southerly location than would other¬ 
wise be possible. Incidentally, if the southern location is chosen water from the 
canal would be used to flush the Red Run Sewer. 

The canal runs into heavy cutting at station 1072, which continues to 1169. 
The greatest cut is at station 1130, where the depth will be about 67.5 feet. 
Excess cutting is again encountered from stations 1205 to 1218, with a maximum 
depth at 1212 of 37.5 feet. 

It is impossible to avoid these cuts except by a long detour to the south, 
which would add two or three miles to the length; as stated above, the relative 
advantages of both locations should receive further consideration. More or less 
fill is required from station 1218 to 1231+67, with a maximum at station 1222. 

The bottom of the canal slopes upwards towards Mosquito Creek, in order 
to allow a back draft to the Canal Effluent Works. Its elevation at the reservoir is 
885.0, and when the back draft amounts to 100 m.g.d., the flow is 6 feet deep and 
the water surface has a slope of 0.6 feet per mile, with the reservoir at elevation 
891. With a back draft equal to 400 m.g.d., the canal flows 11.5 feet deep; 
this rate can be maintained until the reservoir level falls below (885.0 + 11.5) 
or to Elevation 896.5. 

When feeding Mosquito Creek Reservoir from the upper reservoirs, 600 m.g.d. 
may be brought down to the Canal Effluent Works, where a draft of 100 m.g.d. 
may be expected for municipal supply, leaving a flow of 500 m.g.d. towards 
Mosquito Creek. Under these conditions, the surface slope is downward to the east 


—117— 


0.02 feet per mile while the invert slopes upward to the east, 0.6 ft. per mile; 
the canal therefore, is flowing 28.92 feet deep at the Effluent Works, and 25 feet 
at the reservoir, when the surface of the latter is at spillway level, 910.0. Sur¬ 
face drainage will be taken into the canal at the following stations; 

Stations_ 1054+50 1238+20 1257 

Elev. Canal Water Surface_ 910.19 910.01 910.0 

Elev. ground_ 909 910.00 912.3 

A double track railroad, the Ashtabula Branch of the Pennsylvania, is crossed 
at station 1059 + 20. Elevation canal water surface, 910.08; base of rail, 915.46. 
This gives insufficient clearance, the track must be raised 0.62 feet, or the canal 
siphoned under the right-of-way for 100 ft. It is believed that the latter plan is 
more practicable. Loss of head = 0.1 ft. = 910.18 — 910.08. 

The following highway crossings are encountered: 


Station_ 1073+80 1106 1136 1174+50 

Width of Bridge_ 24' 20' 16' 24' 

Skew __ - 25° 5° 5° 20° 

Canal'Water Elev""”I 910.18 910.06 910.05 910.03 

Road Elev_ 913.6 930.9 947.5 910 

Clearance_ 3.42 20.84 37.45 .03 

Road Raised_ 0.48 _ _ 4.03 

The following pipe culvert siphons under the canal are required: 

Station_ 1061 1203 1220 

Elev. Canal Water Surface_ 910.18 910.02 910.02 

Elev. ground_ 905 904 904 


(K) MOSQUITO CREEK HEAD GATES 

The maximum flood level of Mosquito Creek reservoir is four feet above the 
spillway, or at elevation 914.00. This flood should be excluded from the canal, 
so gates 29 feet high (914 — 885 = 29'), must be provided where the canal 
enters the reservoir. The canal will be contracted into a rectangular concrete 
channel about 50 feet wide at these gates, which will be located at about station 
1263. 

WEST BRANCH DIVERSION 

. No site could be found on the West Branch Catchment area, suitable for an 
impounding reservoir. It is however, possible to convey part of the flood waters 
from West Branch to Eagle Creek Reservoir and Mosquito Creek Reservoir, 
and store them there. 

The additional works proposed for this purpose are an intake on West Branch 
and about two and a half miles of canal to join the main canal at a point described 
as West Branch Junction. 

WEST BRANCH INTAKE 

The location selected for the West Branch Intake (or Diversion Works) is at 
Me Clintocksburg just above where a bridge crosses to West Branch of the 
Mahoning River about 2p£ miles above the town of Newton Falls. 

An alternative site for the intake exists between this point and Newton Falls, 
which should also be considered. 

Since location of this intake, of the canal to Eagle Creek, and of the canal 
from Milton are inter-related, no final decision should be reached on any of 
them until alternative designs have been considered for each work. A topograph¬ 
ical survey on both sides of the West Branch of the Mahoning River should be 
made from the lowest possible canal crossing, near Newton Falls, to the pro¬ 
posed Intake at McClintocksburg. Much of the ground is covered by timber, 
which will both delay the field work, and make it unwise to attempt to arrive at 
a final decision without detailed surveys. 


—118— 















West Branch Intake must be so constructed as to permit the whole of the dry 
weather flow to continue to flow in the main channel. In the design proposed 
the intake, which consists of a weir 125 feet long, will not begin to divert water 
until the water in West Branch rises to 925 at the intake, the flow continuing into 
the stream through a notched weir at the rate of 35 second feet, or 23 million gal¬ 
lons per day. The full quantity of 600 million gallons per day will not be diverted 
until a further rise of three feet has occurred in the river, when the flow passing 
through the notched weir, and not diverted from the river, amounts to 52 second 
feet or 35 million gallons per day. When this point has been reached, the flood 
spillway in the main stream comes into play, and the greater part of any large 
flood will pass over this spillway into the main stream. 

The area flooded at high water amounts to 290 acres or 0.45 of a square mile. 
The detention basin will, however, be emptied after each flood as its capacity, 
600 million gallons, is only one day’s flow in the canal. The land will, therefore, 
be available for grazing throughout the greater part of the year. 

Below the intake a bridge will be required to take the public road over the 
canal and just below this bridge, to prevent an excess of water being diverted, 
a relief spillway and automatic regulating gates will be provided on the canal. 

The remainder of this canal is in light cut and contains no structures, that 
can not be detailed with the help of the standard designs prepared for the main 
canal. 

The capacity of this canal has been discussed in Appendix “C;” 500 or 
600 m.g.d. would be suitable. 


—119— 


























. 













































APPENDIX E 

ECONOMICS OF FLOW REGULATION AND 
ESTIMATE OF COST 


— 121 — 




APPENDIX E 


\ 


ECONOMICS OF FLOW REGULATION AND ESTIMATES OF COST 

Introduction 

In any engineering undertaking of this magnitude, it is customary to spend 
from l}/£ to 234 percent of the cost on preliminary engineering and other inves¬ 
tigations, and on the preparation of the plans prior to the letting of the contracts. 
The preliminary engineering and investigations represent about 35% of the 
preliminary expenditures above referred to. Where an attempt is made unduly 
to cut down the expenses on the preliminary design and investigation of a pro¬ 
ject, complications during and after construction are not an unusual result. 

FURTHER INVESTIGATIONS WITH RESULTING REVISION OF 

ESTIMATES NECESSARY 

In the present investigation results have been secured at a smaller cost 
than customary; but prior to the letting of any contract, or even to the purchase 
of right-of-way, further investigations must be made. The results of these in¬ 
vestigations may modify many features of design and alter costs considerably. 
Some possible modifications are indicated in Appendices D and G. 

For this report both the time and funds available, and the relatively small 
interests in it of the City of Warren, which sponsored this study, were hardly 
sufficient to warrant the undertaking of extensive investigations. The general 
engineering conditions were investigated fairly completely and one project was 
worked out completely (see Appendix D), on which the estimates are based. 

Alternative designs and comparative estimates were also made, but inves¬ 
tigated in less detail. These estimates are useful in indicating the general nature 
of the financing required and the direction in which the project may be most 
profitably modified. It must be borne in mind that these designs and estimates 
are not final; results of further investigations may modify them considerably. 
At present with prices so far from their normal level, even with physical condi¬ 
tions known, it is impossible to estimate closely the costs of earth-work, con¬ 
crete, steel and labor. Other uncertainties in the discussion of the financial aspects 
of the undertaking are: the future limits of the valuation and population of the 
district, the increase in value of riparian property produced by the improvement, 
the rates of interest on which money can be borrowed, etc. It would thus be 
exceedingly unwise to commit the district to a definite expenditure unless all 
these variables have been definitely evaluated. 

The possibility of considerable economies in earth-work quantities obtainable 
by the relocation of parts of the canal has been touched on, in Appendices C, 
D and G. After borings have been taken, the permeability of the surface forma¬ 
tions investigated, and the geology of the district studied in greater detail, this 
question can be more intelligibly discussed. Considerable savings may be pos¬ 
sible; within limits money expended on examining alternative locations will not 
be mis-spent. 

CURVES OF ECONOMIC EFFICIENCY 

Having determined the general design, and the types of construction likely 
to be suitable by means of comparative estimates, it is then necessary to make 
further comparative estimates to determine the most economical capacity of the 
canals and reservoirs in certain sub-divisions of the work. The results should be 
plotted, as shown on Plate 18, to bring out graphically the economic limits of 
the development of the scheme. 

Interpretation of Plate 18 (Economic Efficiency)—To a base line of million 
gallons per day, the estimated cost of regulation, and value of regulation have been 


— 123 — 



I 3 late: 1$ 


Economic Efficiency 

TO ACCOMPANY REPORT OF ALEXANDER 
TO THE CITE Or WARREN, OHIO. 


/Ed C?AK 


5.0 


plotted. The value of regulation divided by the cost of regulation has been worked 
out, and is also plotted; this curve may be termed the “Curve of over-all financial 
efficiency.” This curve in itself conveys useful information, but the differential 
calculus furnishes a better method of prosecuting the investigation. By differ¬ 
entiating the cost of regulation with regard to the value, we obtain the curve 
of differential financial efficiency. When the differential financial efficiency sinks 
to unity the maximum advantageous development of the project has been reached. 
That is to say, this point is the point beyond which it does not pay to enlarge 
the project. From the necessarily incomplete data on hand, it has been estimated 

— 124 — 




























































































































































































that this point is reached, when the regulated flow has been raised to 370 million 
gallons per day, and the cost of the undertaking is about 12 million dollars. 
Should however, the cost of a regulated flow of 300 million gallons turn out to be 
16 million dollars, as appeared not impossible during the late period of rising 
prices, it would not be worth while trying to obtain a greater regulated flow than 
300 million gallons. 

The conclusions which may be drawn from a study of the economic efficiency 
curves in conjunction with the statistics giving the relation between regulated 
flow and reservoir capacity are:— 

(1) That a storage of 1000 m.g. assures on the average, about 5 m.g.d flow. 

(2) That the greatest cost of one m.g.d. at the time of maximum development 
is $70,000. and that any portion of any scheme, which can not give its weighted 
share of increase at a cheaper rate than this, should be scrutinized very care¬ 
fully, and if possible, modified, to exclude the more expensive portion. 

BENEFITS TO DISTRICT MORE THAN JUSTIFY THE SCHEME. 

The district will obtain the following benefits which justify the expenditure 
of this large sum. 

1. An unlimited supply of good water for municipal purposes; the present 
requirements for municipal purposes are thirty million gallons per day, but if 
the towns of Mahoning Valley keep on growing as at present, three times this 
amount will be none too much. 

2. A regulated daily flow of from two to three hundred million gallons after 
municipal demands are satisfied, which flow will promote the growth of indus¬ 
tries in the valley, and tend to reduce the cost of sewage disposal. 

3. Flood protection. 

4. The development of the Mahoning Valley Sanitary District should 
prompt the construction of the Lake Erie and Ohio Canal, and encourage its 
location up Chocolate Run, rather than through Mosquito Creek. The former 
location is of great value to the whole district; the latter has as great value to the 
district and is of even greater value to the City of Warren itself. 


— 125 — 


MAHONING VALLEY SANITARY DISTRICT. 


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The grand total may vary between $12,300,000 and $11,500,000. In arriving at these two limits of our total estimated 
cost, a choice (and in some items an alternative choice) was made from each item, to represent different combinations of efficacy 
and economy. 



























































APPENDIX F 

METHODS OF OPERATION, FLOW REGULATION AND 

FLOOD CONTROL 


— 129 — 







APPENDIX F 


\ 


METHODS OF OPERATION, FLOW REGULATION AND FLOOD 

CONTROL 

On the method of operation depends the design of the details of the work; 
on the other hand those parts of the design which must be fitted to topographical 
and hydrological conditions must influence us in selecting our method of oper¬ 
ations; these two conditions must be balanced and the final test must be the 
financial value of each definite step towards the regularity of the supply. 

FLOW REGULATED FOR RIVER DEMAND 

The object assumed as a goal in the development of this project was to obtain 
the maximum possible regulated flow for the district, with the regulating station 
placed at Warren or Niles. 

In Appendix A, two assumptions were made:— 

1. That absolute regularity in the regulated flow is necessary. 

2. That it is better to regulate absolutely as much of the flow as possible 
and dedicate no part of the storage capacity to flood regulation, as such, or in 
other words, flood regulation is to be an incidental benefit. 

The total area that can be brought under control is sufficient to give a regu¬ 
lated flow at Warren of 350 m.g.d. throughout the ^ear by bringing back the water 
stored in the Mosquito Creek Reservoir; at Youngstown a minimum winter flow 
of about 360 m.g.d. and a minimum summer flow of 353 m.g.d. Taking into 
consideration the uncontrolled areas between Warren and Youngstown the flow 
could be regulated so as to give Warren a minimum summer flow of 400 m.g.d., 
a minimum winter flow of 300 m.g.d. and to give Youngstown a minimum flow 
of 400 m.g.d. throughout the year. This would work Warren no injustice and 
would be of great value to the people down the river. The assumption offers a 
convenient basis for the investigation of the relative values of different catchment 
areas and was utilized in Appendices A and C, but in operation it need not be 
rigidly adhered to. 

RESERVOIRS OPERATED FOR FLOOD CONTROL 

Flood control apart from regulation for municipal water supply and mill pur¬ 
poses is of value to the community, and for flood control it is necessary that the 
flood water be stored until the crest has passed; retained water need not be 
discharged regularly throughout the year. On the other hand, for municipal 
and industrial purposes regularity of flow is essential. 

Operation in accordance with the first assumption would incidentally give a 
great reduction in the height of the flood crests. Another method of operation 
possible, is to regard flood control as the primary object and merely to detain the 
flood waters and to let them off at a safe rate during and after the flood, disre¬ 
garding the importance of regulation of flow for mill purposes, although this 
regulation is of great value. 

COMBINATION OF FLOW REGULATION AND FLOOD CONTROL 

A compromise between the two methods of operation is better. Neither 
should be regarded as accomplishing the main object and neither as accomplish¬ 
ing an incidental advantage. 

No benefit accrues, however, in getting more flood regulation than is necessary. 
It is therefore important to know what flood waste can be allowed without damage 
to property. That system of operation which will give the maximum average 


— 131 — 


regulated flow and the maximum flood protection for a given expenditure of 
money may be called the Variable Flow System. 

Suppose a variable regulated flow of from 300 to 500 m.g.d. is considered 
satisfactory. Then after the Spring floods the discharge of regulation water 
into the stream is increased, keeping the flow up to 500 m. g.d. as long as there is 
a prospect of more water being collected in the year than is necessary to fill 
the reservoirs to capacity by the first of June. 

Calculations of the amount of water in storage should be made at frequent 
intervals with a view to increasing or diminishing the flow of regulation water 
should conditions demand an adjustment. 

On or about the first of June a final computation should be made and the rate 
of summer regulated flow should be fixed. This may vary from season to season 
between limits of 280 and 370 m.g.d. giving an average regulated flow throughout 
the year varying from 350 m.g.d. to 410 m.g.d. according to the season. 

To obtain the most economical design it is necessary to know or estimate 
the value of regulating floods to varying heights. The opinion of mill owners 
and real estate operators should be considered as to (a) the value of lowering 
the maximum flood level to 50, 60, 70 or 80% of the present maximum; (b) the 
relative values in dollars per million gallons per day of an absolutely regulated 
flow. It should be understood that even with “variable regulated flow” the stage 
will be held constant for some days or months at each variation. 

Further valuable information as to comparative merits of various methods of 
operation might be secured from those actually using the water, some of whom 
should be able to estimate the money value of the benefits accruing to the dis¬ 
trict with a fair degree of accuracy. The design should have flexibility where 
feasible, to permit a change in methods of operation to suit the differing require¬ 
ments of the district. 

DETENTION BASINS ON UNCONTROLLED AREA 

The construction of minor detention basins on the uncontrolled catchment 
area has already been referred to in Appendices A and C. These detention 
basins are more valuable for regulation for power purposes than for flood pro¬ 
tection as they will be filled to overflowing at small rises in the river. They will 
not take any more of the peak of a big flood than of a small one. Therefore, 
their effect in reducing maximum floods will be small; and in proportion to 
their cubic contents. The cost per million gallons will be high, but as these 
small reservoirs will be filled and emptied several times a year, the cost per mil¬ 
lion gallons daily of regulated supply obtained will be low. For f|ood protection, 
therefore, dependence must chiefly be placed on the larger reservoirs. The 
construction of detention basins is thus of greatest value in giving a more even 
flow throughout the months, enabling a larger proportion of the large reservoirs 
to be used for flood control. 

It is recommended that no detention basins on uncontrolled area be constructed 
until the large reservoirs have been built, and their effect closely determined. But 
it is possible that considerable reductions in canal capacity (enabling corres¬ 
ponding saving in excavation on certain portions of the canal) may be obtained 
by constructing detention basins on other tributary streams on controlled water¬ 
sheds. 

METHOD OF OPERATION RECOMMENDED 

To get the highest efficiency both for storage and for flood protection, the 
relative level in the reservoirs should be so maintained that the available 
capacity in each reservoir is directly proportioned to the catchment areas tribu¬ 
tary to it. These are:— 

Milton plus Berlin-274.1 square miles 

Eagle Creek with canal at West Branch_189.9 square miles 

Mosquito Creek and Young’s Run__106.0 square miles 

Mosquito Creek alone_96.8 square miles 


132 — 






The total storage capacities are:— 

Milton and Berlin reservoir_ 15,400 m.g. 

Eagle Creek reservoir_6,755 m.g. 

Eagle Creek reservoir if raised_10,500 m.g. 

Mosquito Creek Reservoir_49,764 m.g. 

Owing to the great capacity of the Mosquito Creek Reservoir no water should 
be collected in the Eagle Creek Reservoir until there is only 7,300 m.g. unused 
storage in the Mosquito Creek Reservoir; no water should be collected in the 
Milton Reservoir until there is only 7300 m.g. unused storage available in Eagle 
Creek and 5,700 m.g. unused storage left in Mosquito Creek. When these 
low-stage conditions obtain the water may be allowed to rise in each reservoir 
in proportion to the area directly tributary and whichever reservoir is rising 
most quickly can be drawn on to the greatest extent for river demands. Con¬ 
trol of water level in the different reservoirs may also be had by transferring 
water from one reservoir to another, through the canal. 


DISPATCHER AND EQUIPMENT FOR OPERATION 

In the actual operation of the regulation a man of the type and calibre of the 
chief dispatcher of a railroad can by skillful regulation of the flow from each 
reservoir, independently obtain results superior to any system of regulation, 
operated automatically by fixed rules. Operators at each reservoir can be in 
telephonic communication with the point of control and gauge readings can be 
telephoned from the various tributaries. An alternative, though less desirable, 
would be a system involving electrical control of all gates (electrical control with 
hydraulic or electrical operation); and automatic gauges on the various tribu¬ 
taries connected electrically with a recorder in the dispatcher’s office. It is in¬ 
advisable to attempt any system of electrical operation till the requirements 
have been determined by operating by hand and telephone for a year or two. 
The design of the gates, how T ever, should be such that electrical operation by 
means of a relay could be installed at a later date. 

As soon as the locations of the permanent gauging stations can be decided, 
automatic gauges should be installed, designed so that electrical apparatus can 
be put in later to give the operator autographic information of the stage of the 
river. 


SELECTION OF POINT OF CONTROL 

The dispatcher’s office or the point of control should be on the river so that 
he may observe the results of his operations. The point of control should be 
between Warren and Youngstown as this region is the center of gravity of the 
communities affected. Warren and Niles are both favorably situated for con¬ 
trol purposes, but Warren being centrally situated has certain obvious advantages 
as the headquarters for purposes of administrative control. 


133 — 



























































































* 







APPENDIX G 

INVESTIGATION OF THE GEOLOGICAL ASPECTS OF 
WATER STORAGE CONDITIONS ON UPPER 
MAHONING VALLEY 


— 135 — 



APPENDIX G. 

INVESTIGATION OF THE GEOLOGICAL ASPECTS 

OF 

WATER STORAGE CONDITIONS ON UPPER MAHONING VALLEY 


BIBLIOGRAPHY 

In the investigation of the geological conditions of the Upper Mahoning Valley 
the principal sources of information drawn on were:— 

(1) The United States Geological Survey 

(2) Journal of Geology. 

(3) Pennsylvania State Geological Survey. 

(4) Ohio State Geological Survey. 

(1) The United States Geological Survey Bulletins, Memoirs, etc., have 
been searched and considerable information has been obtained chiefly dealing 
with glacial conditions in Ohio. The United States Geological Survey Annual 
Report No. 18, Part 4, gives a map by Frank Leverett, which will be referred to 
in discussing the Mosquito Creek Dam Site. The United States Geological 
Survey Annual Report No. 19 contains a paper by Edward Orton (at one time 
State Geologist of Ohio), on the water resources of Indiana and Ohio. 

Leverett has also published a United States Geological Survey Monograph on 
the Glacial Formations and drainage of the Erie and Ohio basins, and a contri¬ 
bution to the United States Geological Water Supply paper 114, in which is a 
useful drift map of Ohio. 

Prof. I. C. White has published in the U. S. G. S. Bulletin 65, a N. W. to S. E. 
section through Ravenna, Ohio and Greensburg, Pennsylvania, also a map 
having a scale of 1/1564,000 showing the subdivisions of the carboniferous 
formations in great detail. The reduction of this plate is such as to render its 
reproduction difficult. 

The soil surveys published by the U. S. Department of Agriculture, should 
be consulted during the location of any works in the field. They will also be of 
great help in discovering the presence of suitable material for the construction 
of earth dams and water tight embankments when the canal runs through fill. 

(2) The Journal of Geology contains a number of papers by Prosser and 
Hyde, covering the progress in geological investigations in Ohio in recent years. 
However, little information bearing on the present investigations, were pro¬ 
cured from them. 

(3) The Pennyslvania State Geological Survey was drawn on for extending 
the geological map over the state lines and in the attempt to ascertain the cor¬ 
relation of the formations on opposite sides of the Ohio-Pennsylvania line. Prof. 
White’s sections of the carboniferous formation on the lower Mahoning, given in 
the Geological Survey Report on Lawrence County, Pennsylvania, are parti¬ 
cularly instructive, but too voluminous for reproduction. 

(4) It is from the Ohio State Geological Survey that the greater part of this 
appendix has been obtained. These reports were written in the early seventies by 
Newberry and supplemented by sections worked out by Orton. Unpublished 
supplementary information is probably in the hands of the Ohio State Geological 
Survey and may be available for a more detailed study or for corroboration or 
corrections of this report. 

A geological Map of Ohio published by Bien of New York in 1879 based on 
data collected by Newberry, State Geologist of Ohio at that time, has also been 
studied. 

It should be noted that a change in nomenclature has taken place between the 
earlier and later Ohio Reports with regard to the beds classed in the earlier 


— 137 — 



reports as carboniferous conglomerate. The later reports separate the under¬ 
lying Logan group consisting of shales and conglomerates, from the carbonifer¬ 
ous conglomerate. For the purpose of this investigation it is more convenient 
to consider these beds as a whole, as did the earlier geologists, therefore where 
these formations appear in sections, they have been colored as one, though des¬ 
cribed as two by some authorities; while on the map in those parts copied from 
the earlier Ohio reports no attempt is made to separate these formations. The 
parts copied from the Pennsylvania State Geological Survey have been similarly 
colored. In some parts of Ohio the Logan group is mapped as part of the Waverly 
series and where this occurs, as in Wayne County, it has not been possible to 
separate the Logan Group from the Underlying Cuyahoga shale. 

Copies of portions of the maps herein referred to are on file in the office of 
the Consulting Engineer. 

SATISFACTORY GEOLOGICAL CONDITIONS 

Sufficient information has been obtained to enable the statement to be made 
that the conclusions arrived at in this report are founded on satisfactory evidence 
drawn from various reports, memoirs, professional papers, and maps and that 
these conclusions not only justify the recommendations made in the original 
report on water supply, hut provide additional reasons against the alternative 
scheme of omitting the canal and constructing additional reservoirs on Meander 
Creek and on other sites in the Mahoning Valley. The exact extent to which 
this geological evidence corroborates the findings and the reports or justifies the 
adoption of the various types of construction, tentatively proposed, should be 
corroborated by further investigation. 

The specific conditions which justify these statements are as follows: 

1. The basins upon which the greatest reliance is had for a storage of water 
are in the valleys of the Mosquito Creek and Eagle Creek. The depth of the 
glacial deposits over the Valley of the Mosquito Creek and the depth of the 
boulder clay over the area to be occupied by the Eagle Creek reservoir warrants 
the assumption of water-tights basins to a far greater extent than is possible in 
the upper stretches of the Mahoning River. 

2. The character of the rock stratification and the reduced depth of the 
glacial drift under the proposed Berlin Dam, as well as under the Milton Dam, 
would justify the conclusion that seepage will take place in these reservoirs. 
This seepage will debauch into the Mahoning River below Youngstown, and hence 
be lost to utilization as far as the Mahoning Valley Sanitary District is concerned. 

In the scheme outlined in this report both the Milton Dam and the Berlin 
Dam are to be used primarily as detention reservoirs. Normally they will be 
practically empty, so that they may be in a position to store flood water which 
is to be gradually passed down the canal into the storage basins below. It is 
therefore, seen that in the case of these former basins, the imperviousness of the 
underlying strata is not so important a factor in the scheme recommended. 

3. The dependable water supply is undoubtedly supplemented by percola¬ 
tion from the watershed to the West and Northwest. Orton called attention 
to the exceptionally low dry weather flow on the upper Cuyahoga River and 
undoubtedly this fact is due to the seepage through the underlying rock strata 
which outcrops at lower levels in the Eagle Creek basin, thus increasing the amount 
of flow in this valley. The proposed construction of the Hiram Reservoir will 
probably result in the delivery of perhaps as much as twenty (20) per cent of 
the stored water through the rock crevices into the Eagle Creek Valley. 

Additional information of interest in this investigation gathered from these 
reports is as follows:— 

1. Mosquito Creek • 

(a) As previously stated, the depth and character of the Glacial Drift probably 
makes this an ideal reservoir site as regards water tightness. Were it not for 


— 138 — 


this drift, as the valley runs through formations of the Waverly group consisting 
of shales and sandstones, there would probably be a certain loss along the sand¬ 
stone beds, principally through the Berea grit. 

(b) If the pre-glacial river which undoubtedly flowed through the Mosquito 
Creek Valley, drained into Lake Erie, it is possible that a gravel bed may run 
along the pre-glacial river bed. This would cause serious loss of water by per¬ 
colation, were it not for the fact that subsequently a lake was formed and lac¬ 
ustrine deposits of water-tight material took place. This lake was formed by the 
recession of the ice sheet and covered the northern half of Trumbull County 
and most of Ashtabula County. At this same period the Mahoning River formed 
its new channel into the Ohio basin. The only possible leakage, therefore, is 
where the underlying formations are exposed in lateral stream beds; but these 
exposures form so small an area that this leakage may be disregarded. 

Any leakage that might occur can probably be traced and checked by deposit¬ 
ing a clay blanket. 

(c) There is a possibility of rock on the side of the Mosquito Creek Valley 
near the site of the dam at an elevation of 910 ft., which could be used for the 
spillway, in which case an earth dam could be substituted for the present concrete 
design. 

(d) Owing to the southwesterly dip of the beds in this area, whatever small 
seepage losses do occur, are not likely to be returned to the Mahoning River, 
but will appear as artesian flow elsewhere. It is possible, however, that the seep¬ 
age into the same formations on Grand River and Pymatuning Creek is sufficient 
to supply, or more than supply, the artesian demands, in which case Mosquito 
Creek and the Mahoning River between Youngstown and the mouth of Eagle 
Creek will receive accessions of water supplies by percolation from the neighbor¬ 
ing basins outside the Mahoning watershed. Orton, however, in his Water 
Supply paper, United States Geological Survey, Annual Report No. 19, Part 4, 
states that though the Berea Grit has all the characteristics of a water bearing 
formation over large areas, it yields practically no fresh water, but that both oil 
and salt water have been produced in many places. Leverett, in the United 
States Geological Survey Water-Supply Paper 114, page 267, however, describes 
it as a good water bearer. 

(e) In the United States Geological Survey Annual Report No. 18, Part 4, 
Page 435, Leverett publishes a map showing the glacial drainage and formations 
of Ohio. From this it appears probable that the site chosen for the Mosquito 
Creek Dam is where a glacial ridge blocked the Mosquito Creek Valley, making it 
essential to devise proper provision for the contingency of seepage in the construc¬ 
tion of the dam. 


2. Eagle Creek 

(a) The depth of the glacial drift on the Eagle Creek Reservoir site is suffi¬ 
cient to prevent leakage. 

(b) In addition to the water derived from the rainfall on this watershed the 
supply is undoubtedly supplemented by percolation from the watersheds 
to the west and northwest. Orton, in the 19th United States Geological Survey 
Annual Report, pages 635-715, states that the carboniferous conglomerate 
series yields an abundant water supply, and draws attention to the exceptionally 
small dry weather flow of the Upper Cuyahoga River. He does not however 
suggest the possibility of this transfer of ground water from the Cuyahoga River 
basin to the basins of the west branch of the Mahoning River and Eagle Creek, 
but a study of the geology justifies this inference. However, should a reservoir 
be constructed in the upper Cuyahoga Valley the seepage from this to the Eagle 
Creek watershed will be considerable and owing to the fact that the pervious 
formations exposed on the upper Cuyahoga Valley outcrop again at lower levels 


— 139 — 


in the Eagle Creek basin, Eagle Creek will probably intercept 15% to 20% of 
the water lost from the Cuyahoga Reservoir. 

Stream gaugings would help to decide to what extent these figures are reliable 
and what part of the missing flow from the Cuyahoga goes to feed the artesian 
water supply from these formations in other parts of the State. 

3. Berlin Dam 

(a) The Berlin reservoir may lose so much water by percolation that it will 
not be serviceable as a storage reservoir in which water would be kept a consider¬ 
able time; but as a retarding reservoir the losses become so much less that they 
are no longer likely to be of importance. 

(b) The Glacial Drift thins out from north to south, and over the area of the 
Berlin Dam is likely to be thinner than over the basins further north. Dependence 
for water tightness must, therefore, be placed upon the underlying stratified 
formations, many of which are extremely impervious to water. 

4. Upper Mahoning Valley 

(a) Owing to the prevailing southeasterly dip of the strata of the carbon¬ 
iferous formations of this district, deep seepage from the Upper Mahoning Valley 
returns to the Mahoning River below Youngstown, where the same formations 
outcrop at lower levels on the side of the Lower Mahoning Valley in Pennsylvania. 
To compensate this loss, the Middle Mahoning Valley intercepts considerable 
percolation of water from the watersheds to the west and northwest. 

5. Canal 

(a) Rock will undoubtedly be struck in some of the canal cuttings. There 
may be found carboniferous conglomerate near Milton Dam region; Logan 
Series near Eagle Creek; and Berea Grit near Mosquito Creek. Some of these 
may be serviceable as building stone. Opportunity should be provided to 
modify the design so as to enable any suitable building stone to replace concrete. 
The Berea Grit and Warren Flags will probably be satisfactory for both dry and 
subaqueous structures. 

(b) Seepage from the canal will probably return to the Mahoning River 
between Milton Dam and the City of Youngstown, through places where the 
beds through which the canal passes outcrop in the river bed at lower elevations. 
The geological structure for each section of cut should be worked out to find 
where the water is going to before deciding that it is necessary to line pervious 
sections of the canal. 

(c) The canal has been located largely in cut to reduce leakage losses and 
avoid damage to adjoining property by seepage. Should closer examination of 
the geological structure and the surface soils occuring in the district warrant it, 
certain divisions of the canal could with advantage be relocated, thereby reducing 
the earthwork considerably. 


6. Meander Creek Dam 

Were it not that other reasons militate against the construction of a dam on 
Meander Creek this area would have been examined in greater detail. However 
a cursory examination of the geological conditions on this basin was made and 
the conclusion reached that leakage from the reservoir would seriously impair 
its value for storage purposes, and that though useful as a flood detention basin 
its value for this purpose alone is not sufficient to warrant its construction. 

The catchment area of the Meander Creek Basin above the Dam site is 
inferior in size to any of the other areas considered and owing to the southeasterly 


— 140 — 


dip of the strata the ground water movement is under the divide into Pennsyl¬ 
vania. Its yield per square mile is therefore likely to be less than that of any of 
the other areas. Owing to this same geological fact the reservoir itself is likely 
to leak in the same direction and the seepage water will therefore not reappear 
in the Mahoning River until somewhere below Youngstown. It should however 
be remarked that rock dipping in a southwesterly direction is reported from some 
trial pits on the dam site. This is not in accordance with the general geological 
structure of the country. Should this dip predominate over a large portion 
of the catchment area, the foregoing conclusions must be modified. 

The water in this basin is likely to be contaminated by sulphur compounds, 
from mines in this watershed. 


7. Borings 

Borings should be made on the dam sites and over both the area of the reser¬ 
voirs and the canal right-of-way to ascertain the nature and imperviousness 
of the underlying formations. 

The borings along the canal right-of-way should be taken before buying the 
land as it may be possible to avoid lining pervious sections by relocating the 
canal. Along the canal, if rock should be disclosed by borings a few of the 
borings should be carried down to the level of the bottom of the canal as it may 
be that the pervious Logan conglomerate is underlain by impervious shale. 
The ground water level should be noted, if a water-bearing stratum is struck, 
as the existing ground water level higher than the top water level in the canal, 
means that additional flow may be obtained. 

The test pits over the reservoir sites should be carefully refilled with puddled 
clay as cases have been known in which trial pits sunk through impervious beds 
have later become sources of leakage. 

8. Deposition of Sand in Reservoirs. 

Where streams debauch into large bodies of water deposits of sand are formed. 
In buying the reservoir site care should be taken to see that the part of the river 
bed where these deposits will take place is bought, in order to prevent claims 
for damages; incidentally profits may be obtained from the sale of sand. 

9. Peat Deposits 

(a) Peat is reported in Trumbull County in Bloomfield, Orwell and Cole- 
brook Townships, and in Mahoning County in Beaver, Greene, Goshen and Can- 
field Townships, and in every township in Portage County. Should peat de¬ 
posits be sufficiently extensive to give the water an acid reaction, structures 
in which limestone or lime-cemented sandstone are used, either for masonry 
or concrete aggregate, would be affected. A careful examination of any water 
of the district subject to the influence of peat should be made before deciding 
to allow either limestone or lime-cemented sandstone to be used in subaqueous 
structures. 


10. Ground Water Movements in the Berea Grit. 

The following discussion of the ground water movements in the Berea Grit 
indicates that in this district there remains to be made an investigation which 
will possibly be of some general economic value. However, as the ground water 
movements in the Berea grit are unlikely to be of vital importance to the present 
project (beyond making sure that the Mosquito Creek Reservoir is underlaid 
by impervious formations) it is not considered that further investigations are 
justified for this report. 

The lowest outcrop of the Berea Grit in the various valleys of this area are to 
be looked for at the following approximate locations: 


— 141 — 


Under the Cuyahoga River at 650 ft. above sea level, but sealed by 100 ft. 
of drift. 

In the Grand River basin at 930 ft. 

In the bed of Mosquito Creek at 870 ft., but sealed by drift. 

In the bed of Pymatuning Creek at 905 ft. 

In the Shenango River basin, the Berea Grit is divided into two formations 
by 30 ft. of shale. The upper bed is called by the Pennsylvania Geological 
Survey the Corry Sandstone; the lower, Cussewago Sandstone. The Corry 
Sandstone is tapped by the Shenango at Sharon at an elevation scaled as 675 
ft. from a section given on page 765, Pennsylvania Geological Survey, Final 
Summary Report. The Cussewago Sandstone is tapped by the Shenango seven 
miles further up at 700 ft. These elevations do not seem to check with the United 
States Geological Survey datum. Probably 850 ft. and 875 ft. are nearer the 
mark. 

The Shenango seems likely to tap the Berea Grit at lower levels than most 
of the other streams, and there are indications that it may receive water both from 
the Grand River basin and from Pymatuning in the west and corresponding 
streams to the east, because the Shenango crosses the Berea Grit at lower levels 
than the streams to the east. 

In addition to the interchange of water between neighboring valleys, the whole 
area probably contributes water to replace the pumped and artesian flow of 
water from wells sunk in other parts of the country. 

From Orton’s paper in the 19th Annual Report of the United States Geolo¬ 
gical Survey, it may be gathered that the Berea Grit, though pervious, is often 
deficient in water, hence any rise in the ground water level at the outcrop of 
this formation is likely to lead to increased contributions to meet the deficiency. 

In the lower Pymatuning there is a swamp, some portions of which are 100 
ft. deep, which may secure its water from the Berea Grit. 

The ground movement in the Berea Grit seems to be to the east and west. 
If the Mosquito Creek is wholly sealed by glacial deposits, there is a possibility 
that the ground water in the Berea Grit may pass under the Mosquito Creek 
and start springs in the Pymatuning Creek. 

The level of the outcrop of the Berea Grit on Pymatuning Creek is so nearly 
equal to the top water level of the proposed reservoir in Mosquito Creek that 
the ground water movement between these will be insignificant after the dam is 
constructed. 

At the present time, if the sealing over of the bed of the Mosquito Creek is 
not perfect, there is a possibility of small accretions to the flow of the Mosquito 
Creek from the Pymatuning. 

That there will be some slight gains or losses by the readjustment of the water 
levels in the various valleys goes without saying. It would be interesting to 
know the extent of these gains or losses, for there is a certain amount of seepage 
through practically all formations. 

In order that this study may be intelligently conducted, stream gauges should 
be established on each of these rivers at the earliest possible moment and main¬ 
tained not only during the period of study and construction, but continued for 
a number of years. 

Indications are that the average interchange of water lies between the limits 
given below, expressed in second-feet. 


Cuyahoga 
0 to +8 
Pymatuning 
— 4 to +4 


Grand River Mosquito 

— 20 to —50 0 to +10 

Shenango Artesian 

— 8 to +20 ( + 15 to +40) +from 

east. 


The above hypothesis with regard to water movements in the Berea Grit 
should be considered as merely tentative, and as indicating only that further 
investigations may be worth while. 


— 142 — 


11. Logan Conglomerate 

It is worth while investigating the possibility of opening up flowing springs 
in the Logan conglomerate between Eagle Creek and West Branch. These 
springs might yield from 20 to 50 second feet throughout the year. 

Conclusion 

From the entire geological study nothing has been developed to cast a doubt 
upon the soundness of the scheme of water conservation recommended in the 
report while on the other hand it confirms the conclusion that main reliance 
must be had upon storage in the lower levels of the district and not in the upper 
reaches of the Mahoning River, and that the Milton and Berlin Dams can be 
more efficiently used as detention basins than as storage reservoirs. 


— 143 — 






APPENDIX H 

HYDROLOGICAL AND OTHER OBSERVATIONS REQUIRED 


— 145 — 








APPENDIX H 


HYDROLOGICAL AND OTHER OBSERVATIONS REQUIRED 

Gaugings 

A gauging station for measuring the discharge of the Mahoning River was 
established May 23, 1903, two miles below the City of Youngstown. Readings 
were discontinued on July 23, 1906. These records are published in Water 
Supply and Irrigation Papers No. 98, 128, 169, 205. It is unfortunate for the 
interests of the Mahoning Valley that these readings were discontinued. 

As soon as funds are available gauging should be started on both the Mahoning 
River and its tributaries to ascertain the variations in discharge of the various 
streams and the rate at which flood crests travel down tributaries and the main 
stream. 

The Pricetown Weir Gaugings 

Pricetown weir gaugings were undertaken for the City of Youngstown during 
and prior to the construction of the Milton Dam. From the rating curve for the 
Pricetown weir (not here reproduced) obtained from the city engineer’s office at 
Youngstown, it was gathered that the Pricetown weir was a rectangular notched 
weir 149 feet 1 inch wide and 3 feet deep, in a bulkhead across the Mahoning 
River. The sill of the weir appears to have been set about 4 ' 6" above the bottom 
of the river. This weir has a free nappe when the river is low but as the river 
rises the sill of the weir becomes submerged by the tail water thus reducing the 
discharge. With a further rising of the river, the shoulders of the weir become 
submerged, but this does not compensate for the effects of the rise in the tail 
water. 

The rating curve used to reduce the observations and to obtain the discharge 
apparently was worked out on the assumption that the discharge was equal to 
one-half that of a w r eir with a free nappe. This gives results 50% too low when 
the river is low, and 50% too high when the river is high, making the average 
discharge and run-off 20% high and producing a misleading impression of flood 
discharge, dry weather flow, and run-off. The correct interpretation of the 
Pricetowm Weir gaugings is of sufficient importance to warrant the expense of 
the re-establishment of the Pricetown weir in order that its correct rating curve 
may be determined. The most important information that can be drawn from 
the Pricetowm Weir gaugings is: 

1. That notched w r eirs rated for low stream discharge, when the nappe is 
free, give unreliable results when the stream rises unless a correcting factor is 
introduced. 

2. That rectangular weirs will not give continuous rating curves when the 
shoulder is covered and “V” notches should therefore, be used if notched weirs 
are used at all. 

SELECTION OF GAUGING STATIONS AND DUTIES OF 

HYDROGRAPHER 

The selection of the exact sites for the gauging stations may be left to the 
Hydrographer. In selecting the sites he must however consider that while 
observations of scientific accuracy are desirable, observations near the point 
where information is required, even with an error of say 5% are more valuable 
for our purpose, than more accurate observations made elsewhere to which cor¬ 
rections of uncertain magnitude must be applied to reduce them to the form 
necessary for the calculation of the capacity of the canal and for working out 
the details of a program of regulation. The Hydrographer should spend some 
of his time in making or supervising the calculations in which his observations 
are being used, that he may familiarize himself wfith the approximate degree of 
accuracy required. 


— 147 — 


Assuming the point of regulation or control to be Niles, gauging stations should 
be established on the Mahoning River just below Niles, on the Mosquito Creek, 
and Meander Creek. They must be placed sufficiently above the point of con¬ 
fluence to avoid backwater influences. Gauging stations should also be estab¬ 
lished just above or below the proposed reservoirs on Eagle Creek, Mosquito 
Creek, Meander Creek and near the West Branch intake. The gauging stations 
if above, should be clear of the overflowed area formed when the dam is built, 
in order that observations may be continued after the reservoir is in use, and be 
reasonably free of backwater influence. The most accessible site will, in each case, 
probably be below the dam; but for our purposes the upper site is to be preferred 
as after the dam is built, more useful information can be obtained from these 
gaugings. 

The U. S. G. S. Gauging Station at Youngstown should be re-established so as 
to correlate our observations with those of the U. S. G. S. This station has 
the advantage of being free from ice during the winter, owing to the discharge 
of hot water into the river by the steel plants above it. 

INSTRUMENTS REQUIRED 

Automatic recording gauges should be established at each station and staff 
gauges erected next to some automatic gauges. The hydrographer should be 
supplied with a current meter to get the rating curves. 

During ice conditions it is important to take current meter readings, so as to 
get a separate rating curve to be used while the streams are frozen. Gauge 
reading can be started as soon as the stations are erected, the current meter 
observations to construct the rating curves being made later. 

By correlating our gaugings with the U. S. G. S. gaugings at Youngstown 
and the Pricetown weir gaugings both of which extend over a series of years, 
gaugings on the various streams extending over a more limited period will prob¬ 
ably suffice for purposes of design. The gaugings will, however, be of sufficient 
value during the succeeding period of operation, to warrant the construction 
of permanent stations for the automatic gauges. 


—148 



















CANAL LOCATION 





























































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AT MILTON DAM 

SCALES AS INDICATED 


GENERAL ARRANGEMENT 

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TO ACCOMPANY REPORT OP 

ALEXANDER POTTER CONSULTING ENGINEER 

OO CHURCH STREET - NEVy YORK CITY 

1920 










































































































































































































































































































































































































































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SCALES AS INDICATED 
TO ACCOMPANY REPORT OF 

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50 CHURCH STREET - NEW YORK CITY 

1920 






































































































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ALTERNATIVE DESIGNS FOR OVERFLOW DAM 

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ALEXANDER POTTER CONSULTING ENGINEER 

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MAHONING VALLEY SANITARY DISTRICT 

TRUMBULL .ndMAHONING COUNTIES.OHIO 

general plan 

SCALE:- IN MILES 


WATERSHED ABOVE WARREN 

Controlled Area - 475.8 Sq. Mi. 
Uncontrolled Area 223.0 Sq. Mi. 
Total Area 698.8 Sq. Mi. 

WATERSHED ABOVE NILES 

Area 844.4 Sq. Miles 

WATERSHED ABOVE YOUNGSTOWN 

Area 1004.1 


TO ACCOMPANY REPORT OF 

POTTER CONSULTING ENGINEER 
HURCH STREET-NEW YORK CITY 

1920 _ 


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